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HomeMy WebLinkAboutStructural Details124 Kirby Dr Version 2021.05.18 (5/18/21) 1050 North Watery Lane Ph: (435) 919-3100 Portland, TN 37148 Brigham City, UT 84302 Fax: (435) 919-3101 Ph: (615) 325-4165 Fax: (800) 231-3460 Structural Design Calculations FOR Crisak, Inc. 37174 Devon Wick Ln Purcellville, VA 20132 PROJECT Kuhn Aviation Hangar 375 Co Rd 352 Rifle, CO 81650 NBS Project No. U21X1224A Design Engineer = Jacob Lambert Stamping Engineer = Todd Kendell PROJECT DATA Structural Design Calculations - Pages 1 to Name:Trevor Black Title:Professional Engineer Affiliation:Nucor Building Systems Date: Professional Seal The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building Systems, a Member of MBMA, and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. Excellence from the ground up March 22, 2022 U21X1224A Page A1 of A157 A157 03/22/2022 124 Kirby Dr Version 2021.05.18 (5/18/21) 1050 North Watery Lane Ph: (435) 919-3100 Portland, TN 37148 Erection Drawing Brigham City, UT 84302 Fax: (435) 919-3101 Ph: (615) 325-4165 Cover Sheet Loads Fax: (800) 231-3460 Information to be verified on Erection Drawing Cover Sheet: Project Name:Kuhn Aviation Hangar NBS Project Number: U21X1224A Customer:Crisak, Inc. NBG Engineer:Jacob Lambert Date: Building Loads DESIGN CODE:IBC 2015 ROOF LIVE LOAD:30.00 PSF MBMA OCC. CLASS: NOT REDUCIBLE PER CODE.II - Standard Buildings GROUND SNOW LOAD:40.00 PSF SNOW EXP. FACTOR, Ce:1.00 SNOW IMPORTANCE FACTOR, Is:1.00 WIND:115 mph WIND EXPOSURE: C WIND IMPORTANCE FACTOR, Iw:1.00 UL 90?No SEISMIC INFORMATION:Ss: 0.307 S1: 0.080 Design Sds / Sd1:0.318/0.128 Site Class:D Seismic Imp. Factor, Ie:1.00 Seismic Design Category:B Analysis Procedure:Equiv. Lat. Force Procedure Basic SFRS:Not Detailed for Seismic NOTES: 1) COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC EQUIPMENT, CEILINGS, ETC., ARE SUSPENDED FROM ROOF MEMBERS, CONSULT THE M.B.S. IF THESE CONCENTRATED LOADS EXCEED 500 POUNDS (USING THE WEB MOUNT DETAIL), OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. 2) THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED BY THE MORE CRITICAL EFFECT OF ROOF LIVE LOAD OR ROOF SNOW LOAD, AS DETERMINED BY THE APPLICABLE CODE. 3) **PM IS BASED ON THE MINIMUM ROOF SNOW LOAD CALCULATED PER BUILDING CODE OR THE CONTRACT-SPECIFIED ROOF SNOW LOAD, WHICHEVER IS GREATER. THIS VALUE, PM, IS ONLY APPLIED IN COMBINATION WITH DEAD AND COLLATERAL LOADS. ROOF SNOW IN OTHER LOADING CONDITIONS IS DETERMINED PER THE SPECIFIED BUILDING CODE. BUILDING-SPECIFIC LOADING INFORMATION: Roof Dead Bldg (psf)* Pri (psf) Sec (psf) Ct Cs Ps (psf) **Pm (psf) Enclosure GCpi R Cs V (kips) A 3.5 5.0 5.0 1.1 1.00 30.80 40.00 Enclosed ± 0.18 3.00 0.106 47.9 B 3.5 5.0 5.0 1.1 1.00 30.80 40.00 Enclosed ± 0.18 3.00 0.106 1 .4 C 3.5 5.0 5.0 1.1 1.00 30.80 40.00 Enclosed ± 0.18 3.00 0.106 1 .4 *Primary Structural Not Included Collateral Dead Wind Seismic 3/7/2022 Snow Coefficient Snow Load (psf) Excellence from the ground up U21X1224A Page A2 of A157 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Alternate Snow Loading on Gable Roofs (ASCE 7-10)Date : Code year:ASCE 7-10 Building Name:Building A General Information: Nature of Occupancy: Building Width:133.0 ft. Left Distance to Ridge:66.5 ft. Right Distance to Ridge: 66.5 ft. Left Roof Slope:1.0 : 12 Right Roof Slope:1.0 : 12 Basic Load Information: Wind Exposure: Roof Surface: Ground Snow Load, Pg :40.0 psf. Exposure Factor, Ce :1.0 Thermal Factor, Ct :1.1 Importance Factor, Is : 1.0 Calculations: Left Slope Factor, Cs : 1.0 Right Slope Factor, Cs : 1.0 Left Roof Snow, Ps : 30.8 psf. Right Roof Snow, Ps : 30.8 psf. Left Roof Angle, q :4.7636°Right Roof Angle, q :4.7636° Left Angle Limit (Min): 2.3859° Right Angle Limit (Min): 2.3859° Snow Density, g :19.2 pcf. Min. Uniform Roof Snow:30.8 psf.Min. Uniform Roof Snow:30.8 psf. Wind Direction To Right: (Alt. 1) Wind Direction To Left: (Alt. 2) Windward Snow Load: 9.24 psf. Windward Snow Load: 9.24 psf. Leeward Snow Load: 30.8 psf. Leeward Snow Load: 30.8 psf. Surcharge Snow Load: 17.3622 psf. Surcharge Snow Load:17.3622 psf. Surcharge Snow Length: 28.9371 ft. Surcharge Snow Length: 28.9371 ft. Total Surcharge Load: 48.1622 psf. Total Surcharge Load: 48.1622 psf. Unobstructed Slippery Surfaces Version: 2018.04.02.1 (Date: 04/02/18) By NBGGS (per ASCE 7-10 Section 7.6.1 and Figure 7-5) U21X1224A Kuhn Aviation Hangar JIL 3/22/2022 II - Standard Buildings B C D U21X1224A Page A3 of A157 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Alternate Snow Loading on Gable Roofs (ASCE 7-10)Date : Code year:ASCE 7-10 Building Name:Building B General Information: Nature of Occupancy: Building Width:171.0 ft. Left Distance to Ridge:85.5 ft. Right Distance to Ridge: 85.5 ft. Left Roof Slope:1.0 : 12 Right Roof Slope:1.0 : 12 Basic Load Information: Wind Exposure: Roof Surface: Ground Snow Load, Pg :40.0 psf. Exposure Factor, Ce :1.0 Thermal Factor, Ct :1.1 Importance Factor, Is : 1.0 Calculations: Left Slope Factor, Cs : 1.0 Right Slope Factor, Cs : 1.0 Left Roof Snow, Ps : 30.8 psf. Right Roof Snow, Ps : 30.8 psf. Left Roof Angle, q :4.7636°Right Roof Angle, q :4.7636° Left Angle Limit (Min): 2.3859° Right Angle Limit (Min): 2.3859° Snow Density, g :19.2 pcf. Min. Uniform Roof Snow:30.8 psf.Min. Uniform Roof Snow:30.8 psf. Wind Direction To Right: (Alt. 1) Wind Direction To Left: (Alt. 2) Windward Snow Load: 9.24 psf. Windward Snow Load: 9.24 psf. Leeward Snow Load: 30.8 psf. Leeward Snow Load: 30.8 psf. Surcharge Snow Load: 19.6058 psf. Surcharge Snow Load:19.6058 psf. Surcharge Snow Length: 32.6764 ft. Surcharge Snow Length: 32.6764 ft. Total Surcharge Load: 50.4058 psf. Total Surcharge Load: 50.4058 psf. Unobstructed Slippery Surfaces Version: 2018.04.02.1 (Date: 04/02/18) By NBGGS (per ASCE 7-10 Section 7.6.1 and Figure 7-5) U21X1224A Kuhn Aviation Hangar JIL 3/22/2022 II - Standard Buildings B C D U21X1224A Page A4 of A157 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Wind Loading per ASCE 7-10 Date : Geometry Building Name:Building B Building Type:Gable Roof:Nucor CFR™ Bldg. Width [B]:171.0000'NBG Brand: Dist. To Ridge [W]:85.5000' Bldg. Length [D]:133.0000' Left Eave Ht. [LEH]:33.4167' Right Eave Ht. [REH]:33.4167' Left Roof Slope:1.00:12 Right Roof Slope:1.00:12 Bay Width [Bay]:22.1667' Purlin Trib. Width [P]:3.5000' EW Girt Trib Ht. [GE]:4.0000' SW Girt Trib. Ht. [GS]:4.0000' EW Girt Length:19.0000' SW Girt Length:22.1667' EW Col. Trib. Width [CE]:19.0000'Left SW Top-of-Parapet: Right SW Top-of-Parapet: SW Col. Trib. Width [CS]:22.1667'Opening Area: EW Top-of-Parapet: Loading Information Building Code:IBC 2006 Wind Speed:115 mph Building Porosity:Enclosed Wind Exposure:C Interior Partition Walls?No 7 5714.3 sf General Loading Calculations h:33.4167'Kd:0.85 Kzt:1.00 Ri:1.00 qh:28.92 psf Kz or Kh:1.00 G:0.85 GCpi:± 0.18 0.00 Components and Cladding, Walls a = 13.30 ft. Effective Pressure Suction Suction Area - ‡ Zones 4,5 Zone 4 Zone 5 Item (ft2)(psf) (psf) (psf) Sidewall Wind Column 741 23.42 -26.02 -26.02 Endwall Wind Column 635 23.42 -26.02 -26.02 Sidewall Girt 164 25.65 -28.25 -30.48 Endwall Girt 120 26.26 -28.87 -31.71 Wall Panel 5 31.23 -33.83 -41.64 Note: Value of GCp in results above reduced by 10% per Note 5 of Figure 30.4-1 since slope angle is ≤ 10°. U21X1224A Kuhn Aviation Hangar JIL 3/22/2022 (with AISI 2012 Specification and 2012 MBMA Manual.) Version: 2020.07.22 (Date: 07/22/20) By NBG-GS NBSUT 4 h a a a a 5 5 5 5 4 0 Super Tall Clips U21X1224A Page A5 of A157 Wind Loading Continued… Wall Parapet Structural Tributary Area used for Parapet C&C=---ft^2 Maximum Projection Kh_par qp Windward Leeward Windward Leeward Item (ft) (psf) (psf) (psf) (psf) (psf) FSW Parapet --- --- --- --- --- --- --- BSW Parapet --- --- --- --- --- --- --- EW Parapet --- --- --- --- --- --- --- Components and Cladding, Roofs Applicable Roof Slope Angle = Effective Effective Pressure Area All 1 2 2' 3 3' Item (ft2)(psf) (psf) (psf) (psf) (psf) (psf) Purlin/Joist 164 16.00 -31.23 -37.01 ---- -37.01 ---- Panel 7 16.00 -34.12 -57.25 ---- -86.17 ---- Fastener 7 16.00 -34.12 -57.25 ---- -86.17 ---- Purlin/Joist 164 ---- -41.83 -41.83 ---- -23.13 ---- Panel 7 ---- -49.16 -49.16 ---- -80.97 ---- Fastener 7 ---- -49.16 -49.16 ---- -80.97 ---- Main Wind Force Resisting Systems (Transverse Wind Direction) Applicable Roof Slope Angle = a = 13.30 ft. Transverse Wind Direction Item W1R W1L W2R W2L W3R W3L W4R W4L C1:0.58 -0.11 0.22 -0.47 ---- ---- ---- ---- Load, (psf) 16.77 -3.18 6.36 -13.59 ---- ---- ---- ---- C2:-0.51 -0.19 -0.87 -0.55 ---- ---- ---- ---- Load, (psf) -14.75 -5.49 -25.16 -15.90 ---- ---- ---- ---- C3:-0.19 -0.51 -0.55 -0.87 ---- ---- ---- ---- Wind W1R W1L Load, (psf) -5.49 -14.75 -15.90 -25.16 ---- ---- ---- ---- W3R W3L C4:-0.11 0.58 -0.47 0.22 ---- ---- ---- ---- Load, (psf) -3.18 16.77 -13.59 6.36 ---- ---- ---- ---- C5:-0.27 -0.27 -0.63 -0.63 ---- ---- ---- ---- Load, (psf) -7.81 -7.81 -18.22 -18.22 ---- ---- ---- ---- C6:-0.27 -0.27 -0.63 -0.63 ---- ---- ---- ---- Load, (psf) -7.81 -7.81 -18.22 -18.22 ---- ---- ---- ---- Wind W2R W2L W1R & W1L & W2R & W2L & W4R W4L Item W3R W3L W4R W4L C1E:0.79 -0.25 0.43 -0.61 Load, (psf) 22.84 -7.23 12.43 -17.64 C2E:-0.89 -0.35 -1.25 -0.71 Load, (psf) -25.74 -10.12 -36.15 -20.53 C3E:-0.35 -0.89 -0.71 -1.25 Load, (psf) -10.12 -25.74 -20.53 -36.15 C4E:-0.25 0.79 -0.61 0.43 Load, (psf) -7.23 22.84 -17.64 12.43 Note: For Zone 2/2E or 3/3E; the windward zone width shall be 83.54 ft., Pressure in Zones Suction in Zones Values Below are for Overhang Portion of Roof 4.76 deg 4.76 deg C&C Suction in Zones Edge Zone Pressure Coefficients MWFRS 2 3 3 3 3 2 2 2 a a a h 11 a 2 2 q Internal Suction Wind Direction Internal Pressure Wind Direction U21X1224A Page A6 of A157 Wind Loading Continued… Main Wind Force Resisting Systems (Longitudinal Wind Direction) Applicable Roof Slope Angle = a = 13.30 ft. Longitudinal Wind Direction Item W5B W5F W6B W6F W7B W7F W8B W8F C1: -0.27 -0.27 -0.63 -0.63 ---- ---- ---- ---- Load, (psf) -7.81 -7.81 -18.22 -18.22 ---- ---- ---- ---- C2: -0.51 -0.19 -0.87 -0.55 ---- ---- ---- ---- Load, (psf) -14.75 -5.49 -25.16 -15.90 ---- ---- ---- ---- C3: -0.19 -0.51 -0.55 -0.87 ---- ---- ---- ---- Wind W5B W5F Load, (psf) -5.49 -14.75 -15.90 -25.16 ---- ---- ---- ---- W7B W7F C4: -0.27 -0.27 -0.63 -0.63 ---- ---- ---- ---- Load, (psf) -7.81 -7.81 -18.22 -18.22 ---- ---- ---- ---- C1E: -0.30 -0.30 -0.66 -0.66 ---- ---- ---- ---- Load, (psf) -8.67 -8.67 -19.08 -19.08 ---- ---- ---- ---- C2E: -0.89 -0.35 -1.25 -0.71 ---- ---- ---- ---- Load, (psf) -25.74 -10.12 -36.15 -20.53 ---- ---- ---- ---- C3E: -0.35 -0.89 -0.71 -1.25 ---- ---- ---- ---- Load, (psf) -10.12 -25.74 -20.53 -36.15 ---- ---- ---- ---- Wind W6B W6F C4E: -0.30 -0.30 -0.66 -0.66 ---- ---- ---- ---- W8B W8F Load, (psf) -8.67 -8.67 -19.08 -19.08 ---- ---- ---- ---- W5B & W5F & W6B & W6F & Item W7B W7F W8B W8F C5: 0.58 -0.11 0.22 -0.47 Load, (psf) 16.77 -3.18 6.36 -13.59 C6: -0.11 0.58 -0.47 0.22 Load, (psf) -3.18 16.77 -13.59 6.36 C5E: 0.79 -0.25 0.43 -0.61 Load, (psf) 22.84 -7.23 12.43 -17.64 C6E: -0.25 0.79 -0.61 0.43 Load, (psf) -7.23 22.84 -17.64 12.43 Longitudinal Force Resisted by Bracing:67.73 kip Total Longitudinal Net Pressure Applied to Building:21.42 psf Total Longitudinal Force Applied to Building:135.46 kip End-Wall Pressure Coefficients 4.76 deg Internal Suction W in d D ir e c tio n Internal Pressure W in d D ir e c tio n U21X1224A Page A7 of A157 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Wind Loading per ASCE 7-10 Date : Wall Sheeting Spans Building Name:Building B Wall Panel Selection:Reverse Classic ''RCW'' Wall Panel 26 Gage Grade 80 with Fy = 80 ksi, Fu = 82 ksi Deflection Limit:L/60 a = 13.30 ft. Tributary Pressure Suction Suction Min. Girt Thickness for Fastener Checks:0.060 Area Zones 4,5 Zone 4 Zone 5 Item (ft2)(psf) (psf) (psf) Wall Panel 5 18.74 -20.30 -24.98 Simple Span (ft) → 7.50 7.39 6.67 2 Equal Spans (ft) → 6.94 6.81 6.13 3 Equal Spans (ft) → 7.50 7.50 6.84 Fasteners (ft) → --- 7.50 7.50 Note: These panel spans are based on values found in the EDM per brand Note: The wind loads determined in this sheet are multiplied by 0.6 Note: 50 Year-Wind deflection check Roof Sheeting Spans Self Weight (psf):1.13 Collateral Load (psf): Max Live/Snow Load (psf):50.00 Roof Panel Selection:CFR Roof Panel 24 Gage Grade 50, with Fy = 50 ksi Fu = 65 ksi Deflection Limit:L/60 Minimum Purlin Thickness for Fastener:N/A Seaming Option for Interior Zone, (Zone 1):Nucor Roll Lock - Std. Clip (2) Fasteners Seaming Option for Edge Zone, (Zone 2):Nucor Roll Lock - Std. Clip (2) Fasteners Seaming Option for Corner Zone, (Zone 3):Nucor Roll Lock - Std. Clip (2) Fasteners a = 13.30 ft. Pressure All 1 2 2' 3 3' Item (ft.) (ft.) (ft.) (ft.) (ft.) (ft.) Roof Panel, (psf) →51.13 -19.79 -22.23 ---- -33.81 ---- Simple Span 5.50 2 Equal Spans 5.50 3 Equal Spans 5.50 Seaming / Fasteners 5.50 5.50 4.45 Note: These Panel Spans are Based on Values Found In the EDM for each brand Note: The wind loads determined in this sheet are multiplied by 0.6 Note: 12" Vice Lock 360 Clips with (3) Fasteners, require a minimum purlin thickness of 0.067". Suction in Zones U21X1224A Kuhn Aviation Hangar JIL 3/22/2022 (with AISI 2012 Specification and 2012 MBMA Manual.) Version: 2020.07.22 (Date: 07/22/20) By NBG-GS Note: 50 Year-Wind deflection check 4 h a a a a 5 5 5 5 4 0 2 3 3 3 3 2 2 2 a a a h 11 a 2 2 q U21X1224A Page A8 of A157 Input DataIBC 2012 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Building Data Input:Building A Project No.: Description: Nature of Occupancy Standard Buildings Engineer : Gable/Single Slope Gable Date : Building Width 133.00 feet Building Length 133.00 feet Distance to Ridge (from BSW)66.50 feet Roof Slope, s:12 (slope to BSW)1.00 : 12 Low Eave Height (Front SW)35.00 feet High Eave Height (Back SW)35.00 feet Mean Roof Height 37.77 feet FALSE Roof Level Diaphragm Flexible * *Note: Mezzanine Level Diaphragm None * Vertical Distribution Required TRUE Seismic Irregularities Exist FALSE Seismic Data Input: Short period response acceleration, SS Ss = 0.307 **Note: 1-second period response acceleration, S1 S1 = 0.080 Site Classification D ** Roof Loading:***Note: Lateral Frame Self weight (SW)6.50 psf Roof Dead Load (RDL)3.50 psf Roof Collateral Load (CDL)5.00 psf ****Note: Roof Self Weight (Bracing, Beams etc.)0.00 psf Roof Snow (Pf)30.80 psf *** Exterior Wall #1 (Left EW) Loads:Exterior Wall #3 (Right EW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 133.00 feet Wall Length 133.00 feet Top Elevation 37.77 feet ****Top Elevation 37.77 feet **** Upper Wall Weight 4.50 psf Wall Weight 3.00 psf Top of Masonry Elevation 29.00 feet Lower Wall Weight 10.50 psf Exterior Wall #2 (Front SW) Loads:Exterior Wall #4 (Back SW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 35.00 feet Top Elevation 35.00 feet Wall Weight 3.00 psf Wall Weight 3.00 psf Interior Wall #5 (Partition) Loads:Note: Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 37.77 feet **** Wall Weight 2.50 psf ASCE 7 states "Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses." Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. U21X1224A JIL 3/22/2022 Kuhn Aviation Hangar The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral / longitudinal seismic force resisting systems, provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, wood, EIFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. 20% of flat roof snow load is used in seismic dead load calculations when the flat roof snow load is greater than 30 psf. DO NOT include any snow drift loads in seismic dead load. ASCE 7 Section 11.4.2, states "Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result, Site Class D will be used on nearly all buildings. Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the height required to account for the full dead load of the wall. For Parapets below the Ridge Height on Endwalls the actual Top Elevation must be adjusted. Page 1 of 7 3/22/2022 U21X1224A Page A9 of A157 Input DataIBC 2012 Seismic Considerations: (Continued) Equivalent Lateral Force Procedure (per ASCE 7 Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Project No.: Description: Engineer : Date : Mezzanine #1 Loads:Mezzanine #2 Loads: Elevation Elevation Floor Dead Floor Dead Floor Collateral Floor Collateral Estimated Joist weight Estimated Joist weight Crane Loads : Aisle #1 Crane Loads : Aisle #2 Number of Aisles with this crane info.Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Crane Beam+Channel Independent Crane Column Independent Crane Column Rail Wt Rail Wt 0.00 plf 0.00 plf Bridge Wt.Bridge Wt. Hoist & Trolley Hoist & Trolley Elevation Elevation Crane Loads : Aisle #3 Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Independent Crane Column Rail Wt 0.00 plf Bridge Wt. Hoist & Trolley Elevation 3/22/2022 Kuhn Aviation Hangar U21X1224A Note: When a mezzanine is designed for storage, 25% percent of Floor Live Load is applied in seismic calculations. Otherwise floor live is not included. User should input the full live load; the workbook will reduce it. Typical storage loads are 125 psf or greater. Typical partition loads are 10 psf or greater. JIL Storage Loading Partition loading Storage Loading Partition loading Page 2 of 7 3/22/2022 U21X1224A Page A10 of A157 Lateral Calcs. (1)IBC 2012 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Frame Description / Location: Project No.: Building Data Input Echo:Building A Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Rigid Frame Steel Systems Not Detailed for Seismic Gable/Single Slope Gable Width 133.00 feet Length 133.00 feet Distance to Ridge 66.50 feet Roof Slope, s:12 1.00 : 12 Low Eave Height 35.00 feet High Eave Height 35.00 feet Mean Roof Height 37.77 feet Bay Width 11.75 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):11.75 feet Wall Length Exterior Wall #4 (Back SW):11.75 feet Roof concentrated loads:5.00 kips Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 0.307 1-second period response acceleration, S1 S1 = 0.080 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.55 Site Coefficient Fv:Fv = 2.40 ***Note: Max spectral response for short periods (Eq 11.4-1): Sms = 0.477 Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.192 Design spectral response for short periods (Eq 11.4-3): Sds = 0.318 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.128 Seismic Design Category:B Response Modification Coefficient, R: 3 *** System Overstrength Factor, WO:2.5 *** Deflection Modification Factor, Cd:3 *** Building Period Coefficient, Ct:0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.512 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)5.92 kips Redundancy Factor, ρ 1.00 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.083 Distribution Exponent, k 1.01 Alt. Roof Weight: Alt. Panel Load: Multistory Distribution 45.35 psf 0.044 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight: Panel Load: Roof Loads 38149 lbs 37.77 feet 1471444 4.63 kips 174.72 ft-kips 44.86 psf 0.044 kips/ft 5249 lbs 33.53 feet 179622 0.56 kips 18.93 ft-kips Frame Concentrated Loads 40499 lbs 14.50 feet 596363 1.87 kips 27.19 ft-kips Load Elevation 1234 lbs 17.50 feet 21950 0.07 kips 1.21 ft-kips 1234 lbs 17.50 feet 21950 0.07 kips 1.21 ft-kips Crane Aisle #1 0 lbs ---------- -- Crane Aisle #2 0 lbs ---------- -- Crane Aisle #3 0 lbs ---------- -- Mezzanine #1 0 lbs ---------- -- Mezzanine #2 0 lbs ---------- -- Totals 86364 lbs --2291330 7.20 kips 223.26 ft-kips Frame Base Shear: 5.919 kips 0.036 kips 33.67 feet 0.036 kips 33.67 feet Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads Frameline 1 ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Exterior Wall #1 (Left EW) Loads U21X1224A Kuhn Aviation Hangar JIL 3/22/2022 Page 3 of 7 3/22/2022 U21X1224A Page A11 of A157 Lateral Calcs. (2)IBC 2012 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Frame Description / Location: Project No.: Building Data Input Echo:Building A Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Rigid Frame Steel Systems Not Detailed for Seismic Gable/Single Slope Gable Width 133.00 feet Length 133.00 feet Distance to Ridge 66.50 feet Roof Slope, s:12 1.00 : 12 Low Eave Height 35.00 feet High Eave Height 35.00 feet Mean Roof Height 37.77 feet Bay Width 21.50 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):21.50 feet Wall Length Exterior Wall #4 (Back SW):21.50 feet Roof concentrated loads:5.00 kips Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 0.307 1-second period response acceleration, S1 S1 = 0.080 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.55 Site Coefficient Fv:Fv = 2.40 ***Note: Max spectral response for short periods (Eq 11.4-1): Sms = 0.477 Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.192 Design spectral response for short periods (Eq 11.4-3): Sds = 0.318 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.128 Seismic Design Category:B Response Modification Coefficient, R: 3 *** System Overstrength Factor, WO:2.5 *** Deflection Modification Factor, Cd:3 *** Building Period Coefficient, Ct:0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.512 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)5.77 kips Redundancy Factor, ρ 1.00 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.083 Distribution Exponent, k 1.01 Alt. Roof Weight: Alt. Panel Load: Multistory Distribution 24.13 psf 0.043 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight: Panel Load: Roof Loads 65656 lbs 37.77 feet 2532402 5.67 kips 214.27 ft-kips 23.79 psf 0.043 kips/ft 0 lbs --------Frame Concentrated Loads Load Elevation 2258 lbs 17.50 feet 40164 0.09 kips 1.57 ft-kips 2258 lbs 17.50 feet 40164 0.09 kips 1.57 ft-kips Crane Aisle #1 0 lbs ---------- -- Crane Aisle #2 0 lbs ---------- -- Crane Aisle #3 0 lbs ---------- -- Mezzanine #1 0 lbs ---------- -- Mezzanine #2 0 lbs ---------- -- Totals 70171 lbs --2612731 5.85 kips 217.42 ft-kips Frame Base Shear: 5.766 kips Frameline 2 ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Interior Wall #5 (Partition) Loads U21X1224A Kuhn Aviation Hangar JIL 3/22/2022 Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads 0.047 kips 33.67 feet 0.047 kips 33.67 feet Page 4 of 7 3/22/2022 U21X1224A Page A12 of A157 Lateral Calcs. (3)IBC 2012 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Frame Description / Location: Project No.: Building Data Input Echo:Building A Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Rigid Frame Steel Systems Not Detailed for Seismic Gable/Single Slope Gable Width 133.00 feet Length 133.00 feet Distance to Ridge 66.50 feet Roof Slope, s:12 1.00 : 12 Low Eave Height 35.00 feet High Eave Height 35.00 feet Mean Roof Height 37.77 feet Bay Width 22.17 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):22.17 feet Wall Length Exterior Wall #4 (Back SW):22.17 feet Roof concentrated loads:0.25 kips Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 0.307 1-second period response acceleration, S1 S1 = 0.080 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.55 Site Coefficient Fv:Fv = 2.40 ***Note: Max spectral response for short periods (Eq 11.4-1): Sms = 0.477 Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.192 Design spectral response for short periods (Eq 11.4-3): Sds = 0.318 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.128 Seismic Design Category:B Response Modification Coefficient, R: 3 *** System Overstrength Factor, WO:2.5 *** Deflection Modification Factor, Cd:3 *** Building Period Coefficient, Ct:0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.512 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)5.54 kips Redundancy Factor, ρ 1.00 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.083 Distribution Exponent, k 1.01 Alt. Roof Weight: Alt. Panel Load: Multistory Distribution 22.47 psf 0.042 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight: Panel Load: Roof Loads 62787 lbs 37.77 feet 2421738 5.44 kips 205.44 ft-kips 22.12 psf 0.041 kips/ft 0 lbs --------Frame Concentrated Loads Load Elevation 2328 lbs 17.50 feet 41410 0.09 kips 1.63 ft-kips 2328 lbs 17.50 feet 41410 0.09 kips 1.63 ft-kips Crane Aisle #1 0 lbs ---------- -- Crane Aisle #2 0 lbs ---------- -- Crane Aisle #3 0 lbs ---------- -- Mezzanine #1 0 lbs ---------- -- Mezzanine #2 0 lbs ---------- -- Totals 67442 lbs --2504557 5.63 kips 208.70 ft-kips Frame Base Shear: 5.536 kips Framelines 4 - 7 ASCE 7- Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Interior Wall #5 (Partition) Loads U21X1224A Kuhn Aviation Hangar JIL 3/22/2022 Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads 0.048 kips 33.67 feet 0.048 kips 33.67 feet Page 5 of 7 3/22/2022 U21X1224A Page A13 of A157 Lateral Calcs. (4)IBC 2012 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Frame Description / Location: Project No.: Building Data Input Echo:Building A Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Post & Beam Steel Systems Not Detailed for Seismic Gable/Single Slope Gable Width 133.00 feet Length 133.00 feet Distance to Ridge 66.50 feet Roof Slope, s:12 1.00 : 12 Low Eave Height 35.00 feet High Eave Height 35.00 feet Mean Roof Height 37.77 feet Bay Width 11.67 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):11.67 feet Wall Length Exterior Wall #4 (Back SW):11.67 feet Roof concentrated loads: Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 0.307 1-second period response acceleration, S1 S1 = 0.080 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.55 Site Coefficient Fv:Fv = 2.40 ***Note: Max spectral response for short periods (Eq 11.4-1): Sms = 0.477 Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.192 Design spectral response for short periods (Eq 11.4-3): Sds = 0.318 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.128 Seismic Design Category:B Response Modification Coefficient, R: 3 *** System Overstrength Factor, WO:2.5 *** Deflection Modification Factor, Cd:3 *** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.305 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)4.79 kips Redundancy Factor, ρ 1.00 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.106 Distribution Exponent, k 1.00 Alt. Roof Weight: Alt. Panel Load: Multistory Distribution 29.08 psf 0.036 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight: Panel Load: Roof Loads 32914 lbs 37.77 feet 1243191 4.23 kips 159.84 ft-kips 28.67 psf 0.035 kips/ft 15071 lbs 18.92 feet 285124 0.97 kips 18.36 ft-kips Frame Concentrated Loads Load Elevation 1225 lbs 17.50 feet 21438 0.07 kips 1.28 ft-kips 1225 lbs 17.50 feet 21438 0.07 kips 1.28 ft-kips Crane Aisle #1 0 lbs ---------- -- Crane Aisle #2 0 lbs ---------- -- Crane Aisle #3 0 lbs ---------- -- Mezzanine #1 0 lbs ---------- -- Mezzanine #2 0 lbs ---------- -- Totals 50435 lbs --1571190 5.35 kips 180.76 ft-kips Frame Base Shear: 4.794 kips Frameline 8 ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Exterior Wall #3 (Right EW) Loads U21X1224A Kuhn Aviation Hangar JIL 3/22/2022 Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads 0.038 kips 33.67 feet 0.038 kips 33.67 feet Page 6 of 7 3/22/2022 U21X1224A Page A14 of A157 Longitudinal Calcs.IBC 2012 Longitudinal Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Building Data Input Echo:Building A Project No.: Description: Occupancy Category II Engineer : Low SW Force Resisting System X-Bracing Steel Systems Not Detailed for Seismic Date : High SW Force Resisting System X-Bracing Gable/Single Slope Gable Width 133.00 feet Length 133.00 feet Distance to Ridge 66.50 feet Roof Slope, s:12 1.00 : 12 Low Eave Height 35.00 feet High Eave Height 35.00 feet Mean Roof Height 37.77 feet Hardwall Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):133.00 feet Wall Length Exterior Wall #4 (Back SW):133.00 feet Roof concentrated loads:10.25 kips Wall Length Interior Wall #5 (Partition):133.00 feet Quantity of Partition Walls (Wall #5): Mezzanine Information: Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1: Quantity of Ind. Crane Columns - Aisle #1: Loading Area - Mezzanine #2: Concentrated Loads - Mezzanine #2:Quantity of Cranes - Aisle #2:* Length of Runway - Aisle #2: Seismic Data Input Echo:Quantity of Ind. Crane Columns - Aisle #2: Short period response acceleration, Ss Ss = 0.307 Quantity of Cranes - Aisle #3:* 1-second period response acceleration, S1 S1 = 0.080 Length of Runway - Aisle #3: Quantity of Ind. Crane Columns - Aisle #3: Seismic Data Output: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the Occupancy Importance Factor, Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa:Fa = 1.55 Site Coefficient Fv:Fv = 2.40 Max spectral response for short periods (Eq 11.4-1): Sms = 0.477 **Note: Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.192 Design spectral response for short periods (Eq 11.4-3): Sds = 0.318 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.128 Seismic Design Category:B Response Modification Coefficient, R: 3 ** System Overstrength Factor, WO:2.5 ** Deflection Modification Factor, Cd:3 ** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.305 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)47.89 kips Redundancy Factor, ρ 1.00 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.106 Distribution Exponent, k 1.00 Multistory Distribution Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Wx hx Factor, Cvx Fx M Roof Loads 385469 lbs 37.77 feet 14559485 45.49 kips 1718.04 ft-kips Bracing Uniform Loads 5249 lbs 33.53 feet 176017 0.55 kips 18.44 ft-kips Roof Snow:30.80 psf 40499 lbs 14.50 feet 587228 1.83 kips 26.60 ft-kips Seismic Dead W:18.96 psf 15071 lbs 18.92 feet 285124 0.89 kips 16.85 ft-kips Total Seismic W:25.12 psf Seismic Factor:0.106 0 lbs 18.92 feet ------Bracing Concentrated Loads Load Elevation 13965 lbs 17.50 feet 244388 0.76 kips 13.36 ft-kips 13965 lbs 17.50 feet 244388 0.76 kips 13.36 ft-kips Crane Aisle #1 0 lbs ---------- -- Crane Aisle #2 0 lbs ---------- -- Crane Aisle #3 0 lbs ---------- -- Mezzanine #1 0 lbs ---------- -- Mezzanine #2 0 lbs ---------- -- Totals 474217 lbs --16096630 50.29 kips 1806.66 ft-kips Bracing Base Shear: 47.888 kips ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. U21X1224A Kuhn Aviation Hangar JIL 3/22/2022 Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads Exterior Wall #1 (Left EW) Loads 0.382 kips 35.00 feet 0.382 kips 35.00 feet Exterior Wall #3 (Right EW) Loads Interior Wall #5 (Partition) Loads Page 7 of 7 3/22/2022 U21X1224A Page A15 of A157 Input DataIBC 2012 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Building Data Input:Building B Project No.: Description: Nature of Occupancy Standard Buildings Engineer : Gable/Single Slope Single Slope Date : Building Width 19.00 feet Building Length 23.50 feet Distance to Ridge (from BSW) Roof Slope, s:12 (slope to BSW) -1.00 : 12 Low Eave Height (Front SW)33.42 feet High Eave Height (Back SW)35.00 feet Mean Roof Height 34.21 feet FALSE Roof Level Diaphragm Flexible * *Note: Mezzanine Level Diaphragm None * Vertical Distribution Required TRUE Seismic Irregularities Exist FALSE Seismic Data Input: Short period response acceleration, SS Ss = 0.307 **Note: 1-second period response acceleration, S1 S1 = 0.080 Site Classification D ** Roof Loading:***Note: Lateral Frame Self weight (SW)2.00 psf Roof Dead Load (RDL)3.50 psf Roof Collateral Load (CDL)5.00 psf ****Note: Roof Self Weight (Bracing, Beams etc.)0.00 psf Roof Snow (Pf)30.80 psf *** Exterior Wall #1 (Left EW) Loads:Exterior Wall #3 (Right EW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 19.00 feet Wall Length 19.00 feet Top Elevation 34.21 feet ****Top Elevation 34.21 feet **** Wall Weight 3.00 psf Wall Weight 3.00 psf Exterior Wall #2 (Front SW) Loads:Exterior Wall #4 (Back SW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 33.42 feet Top Elevation 35.00 feet Wall Weight 3.00 psf Wall Weight 0.00 psf Interior Wall #5 (Partition) Loads:Note: Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 34.21 feet **** Wall Weight 2.50 psf ASCE 7 states "Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses." Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. U21X1224A JIL 3/22/2022 Kuhn Aviation Hangar The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral / longitudinal seismic force resisting systems, provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, wood, EIFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. 20% of flat roof snow load is used in seismic dead load calculations when the flat roof snow load is greater than 30 psf. DO NOT include any snow drift loads in seismic dead load. ASCE 7 Section 11.4.2, states "Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result, Site Class D will be used on nearly all buildings. Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the height required to account for the full dead load of the wall. For Parapets below the Ridge Height on Endwalls the actual Top Elevation must be adjusted. Page 1 of 4 3/22/2022 U21X1224A Page A16 of A157 Input DataIBC 2012 Seismic Considerations: (Continued) Equivalent Lateral Force Procedure (per ASCE 7 Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Project No.: Description: Engineer : Date : Mezzanine #1 Loads:Mezzanine #2 Loads: Elevation Elevation Floor Dead Floor Dead Floor Collateral Floor Collateral Estimated Joist weight Estimated Joist weight Crane Loads : Aisle #1 Crane Loads : Aisle #2 Number of Aisles with this crane info.Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Crane Beam+Channel Independent Crane Column Independent Crane Column Rail Wt Rail Wt 0.00 plf 0.00 plf Bridge Wt.Bridge Wt. Hoist & Trolley Hoist & Trolley Elevation Elevation Crane Loads : Aisle #3 Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Independent Crane Column Rail Wt 0.00 plf Bridge Wt. Hoist & Trolley Elevation 3/22/2022 Kuhn Aviation Hangar U21X1224A Note: When a mezzanine is designed for storage, 25% percent of Floor Live Load is applied in seismic calculations. Otherwise floor live is not included. User should input the full live load; the workbook will reduce it. Typical storage loads are 125 psf or greater. Typical partition loads are 10 psf or greater. JIL Storage Loading Partition loading Storage Loading Partition loading Page 2 of 4 3/22/2022 U21X1224A Page A17 of A157 Lateral Calcs. (1)IBC 2012 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Frame Description / Location: Project No.: Building Data Input Echo:Building B Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Rigid Frame Steel Systems Not Detailed for Seismic Gable/Single Slope Single Slope Width 19.00 feet Length 23.50 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.00 : 12 Low Eave Height 33.42 feet High Eave Height 35.00 feet Mean Roof Height 34.21 feet Bay Width 11.75 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):11.75 feet Wall Length Exterior Wall #4 (Back SW):11.75 feet Roof concentrated loads:0.80 kips Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 0.307 1-second period response acceleration, S1 S1 = 0.080 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.55 Site Coefficient Fv:Fv = 2.40 ***Note: Max spectral response for short periods (Eq 11.4-1): Sms = 0.477 Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.192 Design spectral response for short periods (Eq 11.4-3): Sds = 0.318 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.128 Seismic Design Category:B Response Modification Coefficient, R: 3 *** System Overstrength Factor, WO:2.5 *** Deflection Modification Factor, Cd:3 *** Building Period Coefficient, Ct:0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.473 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)0.60 kips Redundancy Factor, ρ 1.00 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.090 Distribution Exponent, k 1.00 Alt. Roof Weight: Alt. Panel Load: Multistory Distribution 29.88 psf 0.032 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight: Panel Load: Roof Loads 4527 lbs 34.21 feet 154877 0.51 kips 17.61 ft-kips 28.29 psf 0.030 kips/ft 1950 lbs 17.11 feet 33357 0.11 kips 1.90 ft-kips Frame Concentrated Loads Load Elevation 1178 lbs 16.71 feet 19681 0.07 kips 1.09 ft-kips 0 lbs 17.50 feet ------ Crane Aisle #1 0 lbs ---------- -- Crane Aisle #2 0 lbs ---------- -- Crane Aisle #3 0 lbs ---------- -- Mezzanine #1 0 lbs ---------- -- Mezzanine #2 0 lbs ---------- -- Totals 7655 lbs --207916 0.69 kips 20.60 ft-kips Frame Base Shear: 0.604 kips 0.034 kips 32.08 feet 0.000 kips 33.67 feet Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads Typical Pocket Frame ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Exterior Wall #1 (Left EW) Loads U21X1224A Kuhn Aviation Hangar JIL 3/22/2022 Page 3 of 4 3/22/2022 U21X1224A Page A18 of A157 Longitudinal Calcs.IBC 2012 Longitudinal Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Building Data Input Echo:Building B Project No.: Description: Occupancy Category II Engineer : Low SW Force Resisting System X-Bracing Steel Systems Not Detailed for Seismic Date : High SW Force Resisting System X-Bracing Gable/Single Slope Single Slope Width 19.00 feet Length 23.50 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.00 : 12 Low Eave Height 33.42 feet High Eave Height 35.00 feet Mean Roof Height 34.21 feet Hardwall Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):23.50 feet Wall Length Exterior Wall #4 (Back SW):23.50 feet Roof concentrated loads:1.60 kips Wall Length Interior Wall #5 (Partition):19.00 feet Quantity of Partition Walls (Wall #5): Mezzanine Information: Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1: Quantity of Ind. Crane Columns - Aisle #1: Loading Area - Mezzanine #2: Concentrated Loads - Mezzanine #2:Quantity of Cranes - Aisle #2:* Length of Runway - Aisle #2: Seismic Data Input Echo:Quantity of Ind. Crane Columns - Aisle #2: Short period response acceleration, Ss Ss = 0.307 Quantity of Cranes - Aisle #3:* 1-second period response acceleration, S1 S1 = 0.080 Length of Runway - Aisle #3: Quantity of Ind. Crane Columns - Aisle #3: Seismic Data Output: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the Occupancy Importance Factor, Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa:Fa = 1.55 Site Coefficient Fv:Fv = 2.40 Max spectral response for short periods (Eq 11.4-1): Sms = 0.477 **Note: Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.192 Design spectral response for short periods (Eq 11.4-3): Sds = 0.318 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.128 Seismic Design Category:B Response Modification Coefficient, R: 3 ** System Overstrength Factor, WO:2.5 ** Deflection Modification Factor, Cd:3 ** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.283 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)1.42 kips Redundancy Factor, ρ 1.00 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.106 Distribution Exponent, k 1.00 Multistory Distribution Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Wx hx Factor, Cvx Fx M Roof Loads 9055 lbs 34.21 feet 309755 1.21 kips 41.37 ft-kips Bracing Uniform Loads 1950 lbs 17.11 feet 33357 0.13 kips 2.23 ft-kips Roof Snow:30.80 psf Seismic Dead W:22.13 psf 1950 lbs 17.11 feet 33357 0.13 kips 2.23 ft-kips Total Seismic W:28.29 psf Seismic Factor:0.106 0 lbs 17.11 feet ------Bracing Concentrated Loads Load Elevation 2356 lbs 16.71 feet 39363 0.15 kips 2.57 ft-kips 0 lbs 17.50 feet ------ Crane Aisle #1 0 lbs ---------- -- Crane Aisle #2 0 lbs ---------- -- Crane Aisle #3 0 lbs ---------- -- Mezzanine #1 0 lbs ---------- -- Mezzanine #2 0 lbs ---------- -- Totals 15311 lbs --415832 1.62 kips 48.40 ft-kips Bracing Base Shear: 1.417 kips ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. U21X1224A Kuhn Aviation Hangar JIL 3/22/2022 Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads Exterior Wall #1 (Left EW) Loads 0.077 kips 33.42 feet 0.000 kips 35.00 feet Exterior Wall #3 (Right EW) Loads Interior Wall #5 (Partition) Loads Page 4 of 4 3/22/2022 U21X1224A Page A19 of A157 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Bracing Components (AISC 14th Edition)Date : General Information: Select Brace Type: Design Method, (ASD/LRFD/LSD):ASD Applied Loads:Height Load Magnitude (kip) by Load Case Load Location:(ft.)WL EQ CR CS Tier Height (a+b), h (a+b): 34.2083 30.810 24.654 Tier Height (b), h b : 18.0000 0.000 0.000 Load Combinations:Load Case Combination Name:Comb. #Active ASR WL EQ CR CS 0.6 WL 1 Y 1.00 0.600 0.7 ρ EQ (ABC, ρ=1.0) 2 Y 1.00 0.700 0.7 ρ EQ (DEF, ρ=1.3) 3 N 1.00 0.910 0.7 Ω EQ (CDEF Special) 4 N 1.20 1.400 0.5 (0.6 WL) + CR 5 N 1.00 0.300 1.000 CS 6 N 1.50 1.000 7 N 1.00 8 N 1.00 Case Reactions: Load Horiz. Vert. Case (+ = Right) (+ = Up) WL -30.810 -47.547 EQ -24.654 -38.046 CR CS per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (14th Edition) Version: 2017.10.16 (Date: 10/16/17) By NBS-GS U21X1224A SW Bay 4 - 5 JIL 3/22/2022 2 U21X1224A Page A20 of A157 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Bracing Components (AISC 14th Edition)Date : General Information: Select Brace Type: Design Method, (ASD/LRFD/LSD):ASD *Note: Brace Critical Load: (a) Allowable Stress Ratio, ASR: 1.00 Applied Load:(0.6 WL)18.486 kips.* Multi Tiered Brace Critical Load: (a+b) Allowable Stress Ratio, ASR: 1.00 Applied Load:(0.6 WL)18.486 kips.* Brace Geometry: Select Brace Size: No. of Braces, n :1 Module Width, b :22.1667 ft. Tier Height (a), h a :16.2083 ft. Multi Tiered Brace: Select Brace Size (b): Tier Height (b), h b :18.0000 ft. Column Properties: Section Designation: None Web Depth, dw: (WF = Total Depth, d)-- in. Web Thickness, tw: -- in. Flange Width, bf: -- in. Flange Thickness, tf: -- in. Brace w/ Hillside Washer Results:OK Tot. Lateral Drift:0.482 Memb. Mat. Member Axial Axial Stress Min. tw Brace Lateral ID Orient.Elev.Code Description (k)Allowed Ratio (in.)Elong.Drift (in.) B1 / Tier a RB0 1 1/4" Rod 11.387 24.667 0.462 Clevis 0.120 0.148 B2 \ Tier a RB0 1 1/4" Rod 11.387 24.667 0.462 Clevis 0.120 0.148 B3 / Tier b RB0 1 1/4" Rod 23.705 24.667 0.961 Clevis 0.260 0.334 B4 \Tier b RB0 1 1/4" Rod 23.705 24.667 0.961 Clevis 0.260 0.334 Gusset Plate Connection Results:OK Gusset Plate Information Memb. Weld Gusset Mat. Member Min. tw Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (tg)(in.)(db) B1 0.521 0.405 RB0 1 1/4" Rod 0.115 8.000 8.000 1.000 5/16 1¼"ø B2 0.521 0.405 RB0 1 1/4" Rod 0.115 8.000 8.000 1.000 5/16 1¼"ø B3 0.603 0.843 RB0 1 1/4" Rod 0.133 6.000 6.000 0.500 5/16 1¼"ø B4 0.603 0.843 RB0 1 1/4" Rod 0.133 6.000 6.000 0.500 5/16 1¼"ø RB0 - 1¼" Rod U21X1224A SW Bay 4 - 5 JIL 3/22/2022 Tier Long. Brace (SW) RB0 - 1¼" Rod Version: 2017.10.16 (Date: 10/16/17) By NBS-GS per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (14th Edition) The “Applied Horizontal Load” shall be the resultant from the controlling load combination including combinations with over- strength factors for connection analysis. Clevis Connection Required! Manual Load Input! Rotate Column 90° Single Double Single Double 2 U21X1224A Page A21 of A157 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Bracing Components (AISC 14th Edition)Date : General Information: Gusset Plate Height, A:8.00 in. Gusset Plate Width, B:8.00 in. Gusset Plate Thickness, tg: 1/1 in. Gusset Plate Material: A572 Gr. 50 Gusset Plate Weld, W: 5/16 in. Bolt Diameter, db: 1¼"ø Bolt Material: A325 Frame Geometry: Base Stiffener Thickness, tbase:1/2 in. Top Stiffener Thickness, ttop:1/2 in. Base Stiffener Width, bbase:2.5 in. Top Stiffener Width, btop:2.5 in. Required Tensile Strength, R:22.774 kips Vert. Component Strength, Rv: 13.301 kips Horiz. Component Strength, Rh: 18.486 kips Vertical Eccentricity, ev: 0.395 in. Horizontal Eccentricity, eh: 3.434 in. Minimum Web Thickness, tw: 0.115 in. Weld Information: Moment, M = R v (e h ) - R h (e v ) = 38.38 in.-k 0.70 k / in. 67.90 in.3 0.97 k / in. 14.62 in.2 215.00 in.2 1.31 k / in.0.09 k / in. 2.42 k / in. Gusset Plate Results:OK Remarks ASD Allowable Strength Ratio 0.405 See AISC Section J4 ASD Allowable Strength 0.521 Rn = 0.6 Fexx (Sin q) (Sweld) Nominal Weld Strength (Gusset)Rn/W k / in. 4.640 f = 0.75 (LRFD), W = 2.00 (ASD) Nominal Flexural Strength (Gusset)Mn/W in-kips 475.773 Mn = Per AISC Section F11 Nominal Tensile Yielding Strength (Gusset)Rn/W kips 261.561 Rn = Fy Ag f = 0.90 (LRFD), W = 1.67 (ASD) Nominal Shear Yielding Strength (Gusset)Rn/W kips 273.947 Rn = 0.6 Fy Ag; Where f = 1.00, W = 1.50 Nominal Shear Rupture Strength (Gusset)Rn/W kips 221.191 Rn = 0.6 Fu Anv Nominal Rupture Strength at Bolt (Gusset) Rn/W kips 150.227 Rn = min(2 t beff Fu, 0.6 Fu Asf) Nominal Bearing Strength (Gusset)Rn/W kips 56.250 Rn = 1.2 Lc t Fu £ 1.8 Apb Fy Nominal Bolt Shear Strength (Gusset)Rn/W kips 66.268 Rn = Fnv Ab f = 0.75 (LRFD), W = 2.00 (ASD) ASD Weld Strength Ratio Rn/W kips 56.250 Minimum from above. per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (14th Edition) Version: 2017.10.16 (Date: 10/16/17) By NBS-GS U21X1224A SW Bay 4 - 5 JIL 3/22/2022 Non-Standard Gusset Plate! =+=yxpIIIInertia, ofMoment == y p x c ISModulus,Section * == xbhS Mf 2Force, Flexure* ( ) ( )=+++=22Force,Resultant vbvhbhrfffff == weld vv L Rf 2Force, Vertical == weld hh L Rf 2Force, Horizontal == x p y c ISModulus,Section * == ybvS Mf 2Force, Flexure* 2 U21X1224A Page A22 of A157 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Bracing Components (AISC 14th Edition)Date : General Information: Gusset Plate Height, A:6.00 in. Gusset Plate Width, B:6.00 in. Gusset Plate Thickness, tg: 1/2 in. Gusset Plate Material: A572 Gr. 50 Gusset Plate Weld, W: 5/16 in. Bolt Diameter, db: 1¼"ø Bolt Material: A325 Frame Geometry: Base Plate Thickness, tbase:1/2 in. Top Stiffener Thickness, ttop:1/2 in. Base Plate Width, bbase:8 in. Top Stiffener Width, btop:2.5 in. Required Tensile Strength, R:23.705 kips Vert. Component Strength, Rv: 14.839 kips Horiz. Component Strength, Rh: 18.486 kips Vertical Eccentricity, ev: 1.367 in. Horizontal Eccentricity, eh: 3.350 in. Minimum Web Thickness, tw: 0.133 in. Weld Information: Moment, M = R v (e h ) - R h (e v ) = 24.45 in.-k 0.99 k / in. 33.32 in.3 1.23 k / in. 9.21 in.2 83.31 in.2 1.33 k / in.0.15 k / in. 2.80 k / in. Gusset Plate Results:OK Remarks ASD Allowable Strength Ratio 0.843 See AISC Section J4 ASD Allowable Strength 0.603 Rn = 0.6 Fexx (Sin q) (Sweld) Nominal Weld Strength (Gusset)Rn/W k / in. 4.640 f = 0.75 (LRFD), W = 2.00 (ASD) Nominal Flexural Strength (Gusset)Mn/W in-kips 130.417 Mn = Per AISC Section F11 Nominal Tensile Yielding Strength (Gusset) Rn/W kips 77.351 Rn = Fy Ag f = 0.90 (LRFD), W = 1.67 (ASD) Nominal Shear Yielding Strength (Gusset)Rn/W kips 95.850 Rn = 0.6 Fy Ag; Where f = 1.00, W = 1.50 Nominal Shear Rupture Strength (Gusset)Rn/W kips 72.037 Rn = 0.6 Fu Anv Nominal Rupture Strength at Bolt (Gusset) Rn/W kips 50.069 Rn = min(2 t beff Fu, 0.6 Fu Asf) Nominal Bearing Strength (Gusset)Rn/W kips 28.125 Rn = 1.2 Lc t Fu £ 1.8 Apb Fy Nominal Bolt Shear Strength (Gusset)Rn/W kips 33.134 Rn = Fnv Ab f = 0.75 (LRFD), W = 2.00 (ASD) ASD Weld Strength Ratio Rn/W kips 28.125 Minimum from above. per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (14th Edition) Version: 2017.10.16 (Date: 10/16/17) By NBS-GS U21X1224A SW Bay 4 - 5 JIL 3/22/2022 Non-Standard Gusset Plate! Base-Plate Located B.F.F. =+=yxpIIIInertia, ofMoment == y p x c ISModulus,Section * == xbhS Mf 2Force, Flexure* ( ) ( )=+++=22Force,Resultant vbvhbhrfffff == weld vv L Rf 2Force, Vertical == weld hh L Rf 2Force, Horizontal == x p y c ISModulus,Section * == ybvS Mf 2Force, Flexure* 2 U21X1224A Page A23 of A157 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Bracing Components (AISC 14th Edition)Date : General Information: Select Brace Type: Design Method, (ASD/LRFD/LSD):ASD Applied Loads:Height Load Magnitude (kip) by Load Case Load Location:(ft.)WL EQ CR CS Tier Height (a+b), h (a+b): 33.6250 3.055 0.709 Tier Height (b), h b : 18.0000 0.000 0.000 Load Combinations:Load Case Combination Name:Comb. #Active ASR WL EQ CR CS 0.6 WL 1 Y 1.00 0.600 0.7 ρ EQ (ABC, ρ=1.0) 2 Y 1.00 0.700 0.7 ρ EQ (DEF, ρ=1.3) 3 N 1.00 0.910 0.7 Ω EQ (CDEF Special) 4 N 1.20 1.400 0.5 (0.6 WL) + CR 5 N 1.00 0.300 1.000 CS 6 N 1.50 1.000 7 N 1.00 8 N 1.00 Case Reactions: Load Horiz. Vert. Case (+ = Right) (+ = Up) WL -3.055 -4.931 EQ -0.709 -1.144 CR CS per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (14th Edition) Version: 2017.10.16 (Date: 10/16/17) By NBS-GS U21X1224A Leanto Bay 1 - 2 JIL 3/22/2022 2 U21X1224A Page A24 of A157 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Bracing Components (AISC 14th Edition)Date : General Information: Select Brace Type: Design Method, (ASD/LRFD/LSD):ASD *Note: Brace Critical Load: (a) Allowable Stress Ratio, ASR: 1.00 Applied Load:(0.6 WL)1.833 kips.* Multi Tiered Brace Critical Load: (a+b) Allowable Stress Ratio, ASR: 1.00 Applied Load:(0.6 WL)1.833 kips.* Brace Geometry: Select Brace Size: No. of Braces, n :1 Module Width, b :20.8333 ft. Tier Height (a), h a :15.6250 ft. Multi Tiered Brace: Select Brace Size (b): Tier Height (b), h b :18.0000 ft. Column Properties: Section Designation: None Web Depth, dw: (WF = Total Depth, d)-- in. Web Thickness, tw: -- in. Flange Width, bf: -- in. Flange Thickness, tf: -- in. Brace w/ Hillside Washer Results:OK Tot. Lateral Drift:0.242 Memb. Mat. Member Axial Axial Stress Min. tw Brace Lateral ID Orient.Elev.Code Description (k)Allowed Ratio (in.)Elong.Drift (in.) B1 / Tier a RB5 5/8" Rod 2.206 7.345 0.300 -- 0.092 0.111 B2 \ Tier a RB5 5/8" Rod 2.206 7.345 0.300 -- 0.092 0.111 B3 / Tier b RB5 5/8" Rod 2.329 7.345 0.317 -- 0.103 0.131 B4 \Tier b RB5 5/8" Rod 2.329 7.345 0.317 --0.103 0.131 Gusset Plate Connection Results:OK Gusset Plate Information Memb. Weld Gusset Mat. Member Min. tw Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (tg)(in.)(db) Design Rod Only U21X1224A Leanto Bay 1 - 2 JIL 3/22/2022 Tier Long. Brace (SW) Design Rod Only Version: 2017.10.16 (Date: 10/16/17) By NBS-GS per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (14th Edition) The “Applied Horizontal Load” shall be the resultant from the controlling load combination including combinations with over- strength factors for connection analysis. Clevis Connection Required! Clevis Connection Required! Manual Load Input! Rotate Column 90° Single Double Single Double 2 U21X1224A Page A25 of A157 Spreadsheet Revision Number :2018.08.01 Latest Revision Date :8/1/2018 A DIVISION OF NUCOR CORPORATION BEAM-COLUMN S.S. (AISC 13th Edition)Project No. : Description : Engineer : Date : Span and Loading Conditions Hangar Hangar Jamb Beam Member Length Lbx ft.34.04 20.83 Unbraced Length - Minor Lby ft.34.04 20.83 FALSE FALSE FALSE FALSE a in. Cb 1.000 1.000 1.000 1.000 Kx 1.000 1.000 1.000 1.000 Ky 1.000 1.000 1.000 1.000 Kz 1.000 1.000 1.000 1.000 Section Geometry Select Wide-flange or Built-up Section:BU WF None None Section Description:BU22x34 W8x18 -- -- W8x18 Total Depth d in.22.000 8.140 -- -- Web Thickness tw in.0.188 0.230 -- -- Outside Flange Width bof in.8.000 5.250 -- -- Outside Flange Thickness tof in.0.375 0.330 -- -- Inside Flange Width bif in.8.000 5.250 -- -- Inside Flange Thickness tif in.0.375 0.330 -- -- Material Information Material Strength Fy ksi 55 50 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Shear Modulus G ksi 11,200 11,200 11,200 11,200 Flange Yield Strength Fyf ksi 55 50 55 55 Web Yield Strength Fyw ksi 55 50 55 55 Ultimate Strength Fu ksi 70 65 70 70 Applied Loads Factor of Safety (Allowable Stress Factor)Sf 1.000 1.000 1.000 1.000 Axial (compression => + pos., tension => - neg.)Pa kips 1.000 4.390 Shear (absolute value)Vx kips 3.530 3.120 Moment (outside flange in compression => + pos.)Mx ft-kip 29.020 6.256 Shear (absolute value)Vy kips Moment (absolute value)My ft-kip Design Results:OK OK -- -- ASD Combined Strength Ratio CSR 0.804 0.599 -- -- ASD Shear Strength Ratio (x-axis)Vrx/Vcx 0.144 0.099 -- -- ASD Shear Strength Ratio (y-axis)Vry/Vcy 0.000 0.000 -- -- Deflection Results (Major-axis)OK OK -- -- Deflection Limits (about x-axis)L / 180 L / 180 L / 180 L / 180 Maximum Deflection (about x-axis)Dmax in. 2.269 in. 1.389 in. 0.000 in. 0.000 in. Dx-axis in.0.245 in. 0.272 in. -- -- Deflection Results (Minor-axis)OK OK -- -- Deflection Limits (about y-axis)L / 180 L / 180 L / 180 L / 180 Maximum Deflection (about y-axis)Dmax in. 2.269 in. 1.389 in. 0.000 in. 0.000 in. Dy-axis in.0.000 in. 0.000 in. -- -- Limits as numerals (i.e. 360 = L/360) Limits as numerals (i.e. 360 = L/360) Member Deflection (about x-axis)Dx-axis ≤ Dmax Major Axis (x-axis) Minor Axis (y-axis) Minor Axis (y-axis) ASD Eq. H1-1a or H1-1b Member Deflection (about y-axis)Dy-axis ≤ Dmax Remarks Major Axis (x-axis) Remarks U21X1224A Kuhn Aviation Hangar JIL 3/22/2022 Standard for steel shown Standard for steel shown <= See cell comment & Chapter G. <= See cell comment & Section G2. MAIN REPORT: DESIGN SUMMARY <= See cell comment Remarks Assumes Lbx = L <= See cell comment Kz Factor GENERAL INFORMATION (Enter Data In Gray Shaded Cells!) Ky Factor Remarks Consideration of Tension Field Action for Shear Clear Distance between Transverse Stiffeners Lateral-torsional buckling factor Kx Factor Enter WF-Section: Applied Loading includes second order effects. Page 1 of 1 Main Report U21X1224A Page A26 of A157 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Concentrated Load Checks (AISC 13th Edition)Date : Design Summary: General Information: Design Method, (ASD / LRFD):ASD Beam Description:F21 F13 F12 Beam B Load Description:Case 1 Case 2 Interior End Applied Loads:Span and Loading Conditions Remarks Select Concentrated Load Type: Mom. Mom. Mom. Mom. Allowable Stress Ratio, ASR:1.00 1.00 1.00 1.00 Concentrated Force: Ru kips 4.0 4.0 4.0 Bearing Length: N in.4.0 4.0 4.0 Distance from Member End: de in.48.0 48.0 48.0 <= See cell comment Unbraced Length:l ft.9.0 13.5 13.5 Comp. Flg. Restrained Against Rotation:FALSE FALSE FALSE FALSE Section Geometry:Remarks Select Wide-flange or Built-up Section: BU BU BU None Section Designation:BU14x16 BU47x62 BU47x74 -- Web Depth: (WF = Total Depth, d )dw in.13.0 46.0 46.0 -- Web Thickness:tw in.0.135 0.220 0.313 -- Flange Width:bf in.6.0 8.0 10.0 -- Flange Thickness:tf in.0.25 0.5 0.375 -- Material Yield Strength:Fy ksi.55 55 55 55 Elastic Modulus: E in.29,000 29,000 29,000 29,000 Shear Modulus:G in.11,200 11,200 11,200 11,200 Stiffener Geometry: (For Design)OK OK OK OK Remarks Stiffener Designation:F3.25 None None None Stiffener Width:bs in. 3.0 -- -- -- Stiffener Thickness:ts in. 0.250 -- -- -- Stiffener Yield Strength:Fys ksi. 50 -- -- -- Stiffener Strength Ratio: SR 0.089 0.000 0.000 0.000 Weld Strength Ratio:SR 0.080 ------ FWD3 FWD3 FWD3 FWD3 <= Select Weld Size Warnings Stiffener NOT Required. X X X X Note: Partial Depth Stiffener Required.* Lateral brace may be substituted Full Depth Stiffener. (Required or Optional)for full depth stiffeners. Thicker Web Req'd, or Doubler Plates Req'd.** Lateral bracing shall be provided Full Stiffener Req'd at Unframed Beam End.at both flanges. Larger Stiffener Required by Design. Design Results OK OK OK OK Flange Local Bending: 0.311 0.078 0.138 -- Web Local Yielding: 0.131 0.067 0.051 -- Web-Crippling: 0.236 0.101 0.062 -- Web Sidesway Buckling: -- -- -- -- Web Compression Buckling: -- -- -- -- Web Panel Zone Shear:0.111 0.020 0.014 -- Version: 2018.11.12 (Date: 11/12/18) By NBG-GS per AISC Steel Construction Manual (13th Edition) - Section J10 U21X1224A Hangar Framing JIL 12/2/2021 U21X1224A Page A27 of A157 A DIVISION OF NUCOR CORPORATION3.5Anchor/Clip Strength:0.27 OK5.0Anchor/Clip Stiffness:0.22 OKNucor Roll Force Design - DM Section 9.3Live/Snow (psf):40.0Diaphragm Stiffness:0.30 OKVersion: 2020.01.08 (Date: 01/08/20) By NBG-GSPurlin Bracing Strength:0.35 OKJob No.Onslope Roof Distance(ft):66.731Job Name:Eave to Ridge Distance (ft):66.5OKRoof Slope (X:12):1.0Engineer:6Description:Max Number of Purlins:16Drift 1 (psf):LEW Frame Offset(ft):1.3333Drift 2 (psf):REW Frame Offset(ft):1.1667Drift @ Nested Purlins (psf):Ridge to 1st purlin distance(ft):1.333Unbalanced Ridge Drift(psf):Purlin Spacing (ft.):Ridge Drift Distance (ft.):Ridge to 1st Purlin Dist (ft.):Frame Line or BayBay Width (ft.)Bracing ConfigurationPurlin Groups From RidgeClip Type Design ChecksPurlin GroupPurlin Purlin Orientation Purlin Span TypeNested Purlin Thickness (in.)Additional Live/Snow Load (psf)Number of PurlinsDistance to the next purlin group(ft.)Eave Strut Connection Type1 22.17 1/3 points 1,2,3,4 AC OK1 95Z075 UpSlope MultiSpan 11 8 4.5162 22.17 1/3 points 1,2,3,4 AC OK2 95Z075 UpSlope MultiSpan6 4.5163 22.17 1/3 points 5,6,7,8 AC OK3 95Z075 UpSlope MultiSpan1 2.1794 22.17 1/3 points 5,6,7,8 AC OK4 95E060 UpSlope MultiSpan1 0 (2) bolt perp.5 22.17 1/3 points 1,2,3,4 AC OK5 95Z067 UpSlope MultiSpan 11 8 4.5166 22.17 1/3 points 1,2,3,4 AC OK6 95Z067 UpSlope MultiSpan6 4.5167AC OK7 95Z067 UpSlope MultiSpan1 2.17988 95E060 UpSlope MultiSpan1 0 (2) bolt perp.991010Roof Panel Type:Clip Type/ThermalBlocks:Maximum Unity ChecksTypical Service LoadingRoof Layout DataMisc. SettingsU21X1224AKuhn Aviation HangarJILRoofNo. of Bays:Dead (psf):Col (psf):LRFDCanadaBrace Located Above Highest PurlinBracing In Every Purlin SpaceShort ClipCFR "Roll Lock" Seam 24 Ga.U21X1224APage A28 of A157 Detailed Roll-Force/Purlin Bracing OutputBalanced Load CheckFrame LineTotal Required Anchorage Load (lb.)Maximum Force (lb.)Maximum Unity CheckReq'd Load if failing(lb.)Maximum Displacement (in.)Maximum Unity CheckReq'd Load if failing(lb.)Rake Ext/BayMid-Span Deflection (in.)Maximum Unity CheckReq'd Distributed Load if failing(PLF)Maximum Unity CheckReq'd Brace Load if failing(lb.)Available Load (lb.) Unity Check1 1308 154 0.11 0 0.02 0.07 0 LEW Rake Extension 0.00 0.00 0.00 0.00 00 0.002 3298 381 0.27 0 0.05 0.22 0 1 0.44 0.30 0.00 0.28 00 0.003 2454 312 0.22 0 0.02 0.09 0 2 0.37 0.25 0.00 0.34 00 0.004 2518 315 0.22 0 0.02 0.10 0 3 0.38 0.26 0.00 0.35 00 0.005 2454 312 0.22 0 0.02 0.09 0 4 0.38 0.26 0.00 0.35 00 0.006 3298 381 0.27 0 0.05 0.22 0 5 0.37 0.25 0.00 0.34 00 0.007 1306 153 0.11 0 0.02 0.07 0 6 0.44 0.30 0.00 0.28 00 0.008 0 0 0.00 0 0.00 0.00 0 REW Rake Extension 0.00 0.00 0.00 0.00 00 0.009 0 0 0.00 0 0.00 0.00 0 8 0.00 0.00 0.00 0.00 00 0.0010 0 0 0.00 0 0.00 0.00 0 9 0.00 0.00 0.00 0.00 00 0.0011 0 0 0.00 0 0.00 0.00 0 10 0.00 0.00 0.00 0.00 00 0.0012 0 0 0.00 0 0.00 0.00 0 11 0.00 0.00 0.00 0.00 00 0.0013 0 0 0.00 0 0.00 0.00 0 12 0.00 0.00 0.00 0.00 00 0.0014 0 0 0.00 0 0.00 0.00 0 13 0.00 0.00 0.00 0.00 00 0.0015 0 0 0.00 0 0.00 0.00 0 14 0.00 0.00 0.00 0.00 00 0.0016 0 0 0.00 0 0.00 0.00 0 15 0.00 0.00 0.00 0.00 00 0.0017 0 0 0.00 0 0.00 0.00 0 16 0.00 0.00 0.00 0.00 00 0.0018 0 0 0.00 0 0.00 0.00 0 17 0.00 0.00 0.00 0.00 00 0.0019 0 0 0.00 0 0.00 0.00 0 18 0.00 0.00 0.00 0.00 00 0.0020 0 0 0.00 0 0.00 0.00 0 19 0.00 0.00 0.00 0.00 00 0.0021 0 0 0.00 0 0.00 0.00 0 20 0.00 0.00 0.00 0.00 00 0.0022 0 0 0.00 0 0.00 0.00 0 21 0.00 0.00 0.00 0.00 00 0.0023 0 0 0.00 0 0.00 0.00 0 22 0.00 0.00 0.00 0.00 00 0.0024 0 0 0.00 0 0.00 0.00 0 23 0.00 0.00 0.00 0.00 00 0.0025 0 0 0.00 0 0.00 0.00 0 24 0.00 0.00 0.00 0.00 00 0.0026 0 0 0.00 0 0.00 0.00 0 25 0.00 0.00 0.00 0.00 00 0.0027 0 0 0.00 0 0.00 0.00 0 26 0.00 0.00 0.00 0.00 00 0.0028 0 0 0.00 0 0.00 0.00 0 27 0.00 0.00 0.00 0.00 00 0.0029 0 0 0.00 0 0.00 0.00 0 28 0.00 0.00 0.00 0.00 00 0.0030 0 0 0.00 0 0.00 0.00 0 29 0.00 0.00 0.00 0.00 00 0.0031 0 0 0.00 0 0.00 0.00 0 30 0.00 0.00 0.00 0.00 00 0.0032 0 0 0.00 0 0.00 0.00 0 31 0.00 0.00 0.00 0.00 00 0.0033 0 0 0.00 0 0.00 0.00 0 32 0.00 0.00 0.00 0.00 00 0.0034 0 0 0.00 0 0.00 0.00 0 33 0.00 0.00 0.00 0.00 00 0.0035 0 0 0.00 0 0.00 0.00 0 34 0.00 0.00 0.00 0.00 00 0.0036 0 0 0.00 0 0.00 0.00 0 35 0.00 0.00 0.00 0.00 00 0.0037 0 0 0.00 0 0.00 0.00 0 36 0.00 0.00 0.00 0.00 00 0.0038 0 0 0.00 0 0.00 0.00 0 37 0.00 0.00 0.00 0.00 00 0.0039 0 0 0.00 0 0.00 0.00 0 38 0.00 0.00 0.00 0.00 00 0.0040000.0000.000.000390.000.000.000.00000.00Purlin Bracing StrengthAnchor StrengthAnchor StiffnessDiaphragm StiffnessU21X1224APage A29 of A157 SK - 1 Dec 2, 2021 at 3:18 PM Hangar Framing.r3d N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 M1M2 M3M4 M5M6 M7 M8M 9 M10 Y XZ U21X1224A Page A30 of A157 SK - 2 Dec 2, 2021 at 3:19 PM Hangar Framing.r3d N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 M1M2 M3M4 M5M6 M7 M8M 9 M10 -.022k/ft -.07k/ft -.022k/ft -.07k/ft Y XZ Loads: BLC 1, Dead U21X1224A Page A31 of A157 SK - 3 Dec 2, 2021 at 3:19 PM Hangar Framing.r3d N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 M1M2 M3M4 M5M6 M7 M8M 9 M10 -.29k -.29k -.56k -2.088k -.56k -.56k -2.088k Y XZ Loads: BLC 2, Wind Suction U21X1224A Page A32 of A157 SK - 4 Dec 2, 2021 at 3:20 PM Hangar Framing.r3d N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 M1M2 M3M4 M5M6 M7 M8M 9 M10 .29k .29k .52k 1.888k .52k .52k 1.888k Y XZ Loads: BLC 3, Wind Pressure U21X1224A Page A33 of A157 Company :Dec 2, 2021 3:23 PMDesigner : Job Number :Checked By:_____ Model Name : Member Primary Data Label I Joint J Joint K Joint Rotate(... Section/Shape Type Design List Material Design R... 1 M1 N1 N2 W8X18 Column Wide Flange A992 Typical 2 M2 N2 N3 W8X18 Beam Wide Flange A992 Typical 3 M3 N4 N5 W8X18 Column Wide Flange A992 Typical 4 M4 N4 N6 HSS6.625X0.125 HBrace None A500 Gr.B RND Typical 5 M5 N8 N4 W6X12 Beam None A992 Typical 6 M6 N9 N10 W8X18 Column Wide Flange A992 Typical 7 M7 N10 N11 W8X18 Beam Wide Flange A992 Typical 8 M8 N12 N13 W8X18 Column Wide Flange A992 Typical 9 M9 N12 N14 HSS6.625X0.125 HBrace None A500 Gr.B RND Typical 10 M10 N16 N12 W6X12 Beam None A992 Typical Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft]Lcomp bot[ft]L-torq... Kyy Kzz Cb Functi... 1 M1 W8X18 7.625 Lateral 2 M2 W8X18 20.5 Lateral 3 M3 W8X18 6.875 Lateral 4 M4 HSS6.625X0.125 14.376 Lateral 5 M5 W6X12 7.042 Lbyy Lateral 6 M6 W8X18 11.375 Lateral 7 M7 W8X18 20.5 Lateral 8 M8 W8X18 10.625 Lateral 9 M9 HSS6.625X0.125 16.501 Lateral 10 M10 W6X12 7.042 Lbyy Lateral Joint Loads and Enforced Displacements (BLC 2 : Wind Suction) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft... 1 N1 L X -.29 2 N9 L X -.29 Joint Loads and Enforced Displacements (BLC 3 : Wind Pressure) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft... 1 N1 L X .29 2 N9 L X .29 Member Point Loads (BLC 2 : Wind Suction) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 X -.56 4.083 2 M6 X -.56 4.083 3 M6 X -.56 8 4 M5 X -2.088 %50 5 M10 X -2.088 %50 Member Point Loads (BLC 3 : Wind Pressure) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 X .52 4.083 2 M6 X .52 4.083 3 M6 X .52 8 4 M10 X 1.888 %50 5 M5 X 1.888 %50 RISA-3D Version 17.0.4 Page 1 [\\bgbrifile01\Jobs\U21X1224A\Design\RISA\Hangar Framing.r3d] U21X1224A Page A34 of A157 Company :Dec 2, 2021 3:23 PMDesigner : Job Number :Checked By:_____ Model Name : Member Distributed Loads (BLC 1 : Dead) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F,... Start Location[ft,%] End Location[ft,%] 1 M6 Y -.022 -.022 0 0 2 M1 Y -.022 -.022 0 0 3 M10 Y -.07 -.07 0 0 4 M5 Y -.07 -.07 0 0 Basic Load Cases BLC Description Category X Gravity Y Gr... Z Gra... Joint Point Distributed Area(...Surfa... 1 Dead DL -1 4 2 Wind Suction WL 2 5 3 Wind Pressure WL 2 5 Load Combinations Description S...P... SRSS B...F... BLC F... BLC F... BLC F... BLC F... B...F... B...F... B...F... B...F... B...F... 1 IBC 16-8 Y...Y DL 1 2 IBC 16-9 Y...Y DL 1 LL 1 LLS 1 3 IBC 16-12 (a) (a)Y...Y DL 1 2 1 4 IBC 16-12 (a) (b)Y...Y DL 1 3 1 5 IBC 16-13 (a) (a)Y...Y DL 1 2 .75 LL .75 LLS .75 6 IBC 16-13 (a) (b)Y...Y DL 1 3 .75 LL .75 LLS .75 7 IBC 16-14 (a)Y...Y DL .6 2 1 8 IBC 16-14 (b)Y...Y DL .6 3 1 9 Suction Y...Y 2 1 10 Pressure Y...Y 3 1 Member AISC 15th(360-16): ASD Steel Code Checks LC Member Shape UC Max Loc[ft] Shear ...Loc[ft] ... Pnc/o... Pnt/om...Mnyy/o...Mnzz/... Cb Eqn 1 1 M1 W8X18 .019 .794 .005 .794 y 105.143 157.485 11.627 42.415 1.969 H1-1b 2 1 M2 W8X18 .039 1.068 .020 .854 y 19.796 157.485 11.627 33.994 2.219 H1-1b 3 1 M3 W8X18 .022 6.875 .005 0 y 113.397 157.485 11.627 42.415 2.162 H1-1b 4 1 M4 HSS6.62....023 0 .004 0 42.265 59.605 9.987 9.987 1.964 H1-1b 5 1 M5 W6X12 .037 0 .015 0 y 57.185 106.287 5.788 20.709 2.199 H1-1b 6 1 M6 W8X18 .019 .829 .003 .829 y 64.086 157.485 11.627 42.415 2.04 H1-1b 7 1 M7 W8X18 .043 1.068 .024 .854 y 19.796 157.485 11.627 34.367 2.243 H1-1b 8 1 M8 W8X18 .022 10.625 .003 0 y 71.871 157.485 11.627 42.415 2.18 H1-1b 9 1 M9 HSS6.62....023 0 .004 0 37.893 59.605 9.987 9.987 1.958 H1-1b 10 1 M10 W6X12 .038 0 .016 0 y 57.185 106.287 5.788 20.709 2.133 H1-1b 11 2 M1 W8X18 .019 .794 .005 .794 y 105.143 157.485 11.627 42.415 1.969 H1-1b 12 2 M2 W8X18 .039 1.068 .020 .854 y 19.796 157.485 11.627 33.994 2.219 H1-1b 13 2 M3 W8X18 .022 6.875 .005 0 y 113.397 157.485 11.627 42.415 2.162 H1-1b 14 2 M4 HSS6.62....023 0 .004 0 42.265 59.605 9.987 9.987 1.964 H1-1b 15 2 M5 W6X12 .037 0 .015 0 y 57.185 106.287 5.788 20.709 2.199 H1-1b 16 2 M6 W8X18 .019 .829 .003 .829 y 64.086 157.485 11.627 42.415 2.04 H1-1b 17 2 M7 W8X18 .043 1.068 .024 .854 y 19.796 157.485 11.627 34.367 2.243 H1-1b 18 2 M8 W8X18 .022 10.625 .003 0 y 71.871 157.485 11.627 42.415 2.18 H1-1b 19 2 M9 HSS6.62....023 0 .004 0 37.893 59.605 9.987 9.987 1.958 H1-1b 20 2 M10 W6X12 .038 0 .016 0 y 57.185 106.287 5.788 20.709 2.133 H1-1b 21 3 M1 W8X18 .029 7.625 .012 4.13 y 105.143 157.485 11.627 42.415 2.529 H1-1b 22 3 M2 W8X18 .037 0 .035 20.5 y 19.796 157.485 11.627 32.908 2.148 H1-1b 23 3 M3 W8X18 .017 0 .004 0 y 113.397 157.485 11.627 42.415 2.253 H1-1b 24 3 M4 HSS6.62....048 0 .005 0 42.265 59.605 9.987 9.987 1.87 H1-1b 25 3 M5 W6X12 .052 7.042 .016 7.042 y 57.185 106.287 5.788 20.709 2.349 H1-1b RISA-3D Version 17.0.4 Page 2 [\\bgbrifile01\Jobs\U21X1224A\Design\RISA\Hangar Framing.r3d] U21X1224A Page A35 of A157 Company :Dec 2, 2021 3:23 PMDesigner : Job Number :Checked By:_____ Model Name : Member AISC 15th(360-16): ASD Steel Code Checks (Continued) LC Member Shape UC Max Loc[ft] Shear ...Loc[ft] ... Pnc/o... Pnt/om...Mnyy/o...Mnzz/... Cb Eqn 26 3 M6 W8X18 .062 11.375 .022 8.057 y 64.086 157.485 11.627 42.415 2.422 H1-1b 27 3 M7 W8X18 .075 0 .053 20.5 y 19.796 157.485 11.627 35.528 2.319 H1-1b 28 3 M8 W8X18 .038 10.625 .006 0 y 71.871 157.485 11.627 42.415 2.243 H1-1b 29 3 M9 HSS6.62....060 0 .005 0 37.893 59.605 9.987 9.987 2.023 H1-1b 30 3 M10 W6X12 .080 7.042 .020 7.042 y 57.185 106.287 5.788 20.709 2.603 H1-1b 31 4 M1 W8X18 .049 7.625 .020 4.13 y 105.143 157.485 11.627 42.415 1.885 H1-1b 32 4 M2 W8X18 .136 19.859 .027 1.068 y 19.796 157.485 11.627 39.786 2.597H1-1b* 33 4 M3 W8X18 .056 6.875 .014 0 y 113.397 157.485 11.627 42.415 2.19 H1-1b 34 4 M4 HSS6.62....040 0 .003 0 42.265 59.605 9.987 9.987 1.946H1-1b* 35 4 M5 W6X12 .079 0 .025 0 y 57.185 106.287 5.788 20.709 2.177 H1-1b 36 4 M6 W8X18 .083 11.375 .027 8.057 y 64.086 157.485 11.627 42.415 2.095 H1-1b 37 4 M7 W8X18 .163 19.859 .041 1.068 y 19.796 157.485 11.627 39.871 2.602H1-1b* 38 4 M8 W8X18 .073 10.625 .012 0 y 71.871 157.485 11.627 42.415 2.205 H1-1b 39 4 M9 HSS6.62....062 0 .003 16.501 37.893 59.605 9.987 9.987 1.721H1-1b* 40 4 M10 W6X12 .107 7.042 .030 0 y 57.185 106.287 5.788 20.709 2.008 H1-1b 41 5 M1 W8X18 .019 7.625 .008 4.13 y 105.143 157.485 11.627 42.415 2.691 H1-1b 42 5 M2 W8X18 .030 19.859 .028 20.5 y 19.796 157.485 11.627 28.885 1.885 H1-1b 43 5 M3 W8X18 .010 0 .002 0 y 113.397 157.485 11.627 42.415 2.172 H1-1b 44 5 M4 HSS6.62....041 0 .004 0 42.265 59.605 9.987 9.987 1.895 H1-1b 45 5 M5 W6X12 .037 7.042 .013 7.042 y 57.185 106.287 5.788 20.709 2.329 H1-1b 46 5 M6 W8X18 .044 11.375 .016 8.057 y 64.086 157.485 11.627 42.415 2.518 H1-1b 47 5 M7 W8X18 .054 0 .042 20.5 y 19.796 157.485 11.627 35.02 2.286 H1-1b 48 5 M8 W8X18 .023 0 .004 0 y 71.871 157.485 11.627 42.415 2.263 H1-1b 49 5 M9 HSS6.62....051 0 .004 0 37.893 59.605 9.987 9.987 2.026 H1-1b 50 5 M10 W6X12 .057 7.042 .017 7.042 y 57.185 106.287 5.788 20.709 2.591 H1-1b 51 6 M1 W8X18 .040 7.625 .016 4.13 y 105.143 157.485 11.627 42.415 1.843 H1-1b 52 6 M2 W8X18 .102 19.859 .025 .854 y 19.796 157.485 11.627 38.993 2.545H1-1b* 53 6 M3 W8X18 .047 6.875 .012 0 y 113.397 157.485 11.627 42.415 2.186 H1-1b 54 6 M4 HSS6.62....029 0 .003 0 42.265 59.605 9.987 9.987 1.951 H1-1b 55 6 M5 W6X12 .068 0 .022 0 y 57.185 106.287 5.788 20.709 2.18 H1-1b 56 6 M6 W8X18 .066 11.375 .021 8.057 y 64.086 157.485 11.627 42.415 2.061 H1-1b 57 6 M7 W8X18 .122 19.859 .034 1.068 y 19.796 157.485 11.627 39.295 2.565H1-1b* 58 6 M8 W8X18 .060 10.625 .010 0 y 71.871 157.485 11.627 42.415 2.203 H1-1b 59 6 M9 HSS6.62....045 0 .003 0 37.893 59.605 9.987 9.987 1.493H1-1b* 60 6 M10 W6X12 .083 7.042 .026 0 y 57.185 106.287 5.788 20.709 2.022 H1-1b 61 7 M1 W8X18 .032 7.625 .014 4.13 y 105.143 157.485 11.627 42.415 2.29 H1-1b 62 7 M2 W8X18 .043 6.833 .031 20.5 y 19.796 157.485 11.627 36.308 2.37 H1-1b 63 7 M3 W8X18 .024 6.875 .006 0 y 113.397 157.485 11.627 42.415 2.239 H1-1b 64 7 M4 HSS6.62....038 0 .003 0 42.265 59.605 9.987 9.987 1.817 H1-1b 65 7 M5 W6X12 .056 7.042 .014 7.042 y 57.185 106.287 5.788 20.709 2.368 H1-1b 66 7 M6 W8X18 .066 11.375 .023 8.057 y 64.086 157.485 11.627 42.415 2.33 H1-1b 67 7 M7 W8X18 .081 6.833 .049 20.5 y 19.796 157.485 11.627 36.753 2.399 H1-1b 68 7 M8 W8X18 .047 10.625 .007 0 y 71.871 157.485 11.627 42.415 2.228 H1-1b 69 7 M9 HSS6.62....051 0 .003 0 37.893 59.605 9.987 9.987 2.019 H1-1b 70 7 M10 W6X12 .085 7.042 .018 7.042 y 57.185 106.287 5.788 20.709 2.545 H1-1b 71 8 M1 W8X18 .044 7.625 .018 4.13 y 105.143 157.485 11.627 42.415 1.948 H1-1b 72 8 M2 W8X18 .136 19.859 .023 1.068 y 19.796 157.485 11.627 41.155 2.686H1-1b* 73 8 M3 W8X18 .047 6.875 .012 0 y 113.397 157.485 11.627 42.415 2.195 H1-1b 74 8 M4 HSS6.62....043 0 .002 14.376 42.265 59.605 9.987 9.987 2.332H1-1b* 75 8 M5 W6X12 .070 7.042 .019 0 y 57.185 106.287 5.788 20.709 2.172 H1-1b 76 8 M6 W8X18 .077 11.375 .025 8.057 y 64.086 157.485 11.627 42.415 2.141 H1-1b 77 8 M7 W8X18 .163 19.859 .036 1.068 y 19.796 157.485 11.627 40.778 2.662H1-1b* 78 8 M8 W8X18 .064 10.625 .011 0 y 71.871 157.485 11.627 42.415 2.208 H1-1b 79 8 M9 HSS6.62....065 0 .002 16.501 37.893 59.605 9.987 9.987 2.282H1-1b* 80 8 M10 W6X12 .102 7.042 .024 0 y 57.185 106.287 5.788 20.709 2.007 H1-1b 81 9 M1 W8X18 .039 7.625 .016 4.13 y 105.143 157.485 11.627 42.415 2.08 H1-1b 82 9 M2 W8X18 .052 6.833 .025 19.859 y 19.796 157.485 11.627 39.942 2.607 H1-1b RISA-3D Version 17.0.4 Page 3 [\\bgbrifile01\Jobs\U21X1224A\Design\RISA\Hangar Framing.r3d] U21X1224A Page A36 of A157 Company :Dec 2, 2021 3:23 PMDesigner : Job Number :Checked By:_____ Model Name : Member AISC 15th(360-16): ASD Steel Code Checks (Continued) LC Member Shape UC Max Loc[ft] Shear ...Loc[ft] ... Pnc/o... Pnt/om...Mnyy/o...Mnzz/... Cb Eqn 83 9 M3 W8X18 .037 6.875 .009 0 y 113.397 157.485 11.627 42.415 2.209 H1-1b 84 9 M4 HSS6.62....029 14.376 .001 0 42.265 59.605 9.987 9.987 2.188 H1-1b 85 9 M5 W6X12 .061 7.042 .010 0 y 57.185 106.287 5.788 20.709 2.257 H1-1b 86 9 M6 W8X18 .076 11.375 .025 8.057 y 64.086 157.485 11.627 42.415 2.224 H1-1b 87 9 M7 W8X18 .091 .854 .043 19.859 y 19.796 157.485 11.627 38.908 2.54 H1-1b 88 9 M8 W8X18 .060 10.625 .009 0 y 71.871 157.485 11.627 42.415 2.216 H1-1b 89 9 M9 HSS6.62....039 16.501 .001 0 37.893 59.605 9.987 9.987 2.237 H1-1b 90 9 M10 W6X12 .093 7.042 .015 0 y 57.185 106.287 5.788 20.709 2.229 H1-1b 91 10 M1 W8X18 .036 7.625 .015 4.13 y 105.143 157.485 11.627 42.415 2.086 H1-1b 92 10 M2 W8X18 .136 19.859 .023 19.859 y 19.796 157.485 11.627 39.94 2.607H1-1b* 93 10 M3 W8X18 .033 6.875 .009 0 y 113.397 157.485 11.627 42.415 2.209 H1-1b 94 10 M4 HSS6.62....049 0 .001 0 42.265 59.605 9.987 9.987 2.188H1-1b* 95 10 M5 W6X12 .065 7.042 .009 0 y 57.185 106.287 5.788 20.709 2.257 H1-1b 96 10 M6 W8X18 .068 11.375 .023 8.057 y 64.086 157.485 11.627 42.415 2.228 H1-1b 97 10 M7 W8X18 .163 19.859 .040 19.859 y 19.796 157.485 11.627 38.932 2.541H1-1b* 98 10 M8 W8X18 .051 10.625 .009 0 y 71.871 157.485 11.627 42.415 2.216 H1-1b 99 10 M9 HSS6.62....069 0 .001 0 37.893 59.605 9.987 9.987 2.237H1-1b* 100 10 M10 W6X12 .095 7.042 .014 0 y 57.185 106.287 5.788 20.709 2.229 H1-1b Joint Reactions (By Combination) LC Joint Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft] 1 1 N7 0 1.151 0 0 0 0 2 1 N3 0 .35 0 0 0 0 3 1 N11 0 .375 0 0 0 0 4 1 N15 0 1.363 0 0 0 0 5 1 N12 0 0 0 0 0 0 6 1 N9 0 0 0 0 0 0 7 1 N4 0 0 0 0 0 0 8 1 N1 0 0 0 0 0 0 9 1 Totals:0 3.238 0 10 1 COG (ft):X: 5.698 Y: 9.9 Z: 0 11 2 N7 0 1.151 0 0 0 0 12 2 N3 0 .35 0 0 0 0 13 2 N11 0 .375 0 0 0 0 14 2 N15 0 1.363 0 0 0 0 15 2 N12 0 0 0 0 0 0 16 2 N9 0 0 0 0 0 0 17 2 N4 0 0 0 0 0 0 18 2 N1 0 0 0 0 0 0 19 2 Totals:0 3.238 0 20 2 COG (ft):X: 5.698 Y: 9.9 Z: 0 21 3 N7 0 .199 0 0 0 0 22 3 N3 2.938 1.301 0 0 0 0 23 3 N11 3.498 1.988 0 0 0 0 24 3 N15 0 -.25 0 0 0 0 25 3 N12 0 0 0 0 0 0 26 3 N9 0 0 0 0 0 0 27 3 N4 0 0 0 0 0 0 28 3 N1 0 0 0 0 0 0 29 3 Totals:6.436 3.238 0 30 3 COG (ft):X: 5.698 Y: 9.9 Z: 0 31 4 N7 0 2.024 0 0 0 0 32 4 N3 -2.698 -.524 0 0 0 0 33 4 N11 -3.218 -1.108 0 0 0 0 34 4 N15 0 2.845 0 0 0 0 RISA-3D Version 17.0.4 Page 4 [\\bgbrifile01\Jobs\U21X1224A\Design\RISA\Hangar Framing.r3d] U21X1224A Page A37 of A157 Company :Dec 2, 2021 3:23 PMDesigner : Job Number :Checked By:_____ Model Name : Joint Reactions (By Combination) (Continued) LC Joint Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft] 35 4 N12 0 0 0 0 0 0 36 4 N9 0 0 0 0 0 0 37 4 N4 0 0 0 0 0 0 38 4 N1 0 0 0 0 0 0 39 4 Totals:-5.916 3.238 0 40 4 COG (ft):X: 5.698 Y: 9.9 Z: 0 41 5 N7 0 .437 0 0 0 0 42 5 N3 2.204 1.063 0 0 0 0 43 5 N11 2.624 1.584 0 0 0 0 44 5 N15 0 .153 0 0 0 0 45 5 N12 0 0 0 0 0 0 46 5 N9 0 0 0 0 0 0 47 5 N4 0 0 0 0 0 0 48 5 N1 0 0 0 0 0 0 49 5 Totals:4.827 3.238 0 50 5 COG (ft):X: 5.698 Y: 9.9 Z: 0 51 6 N7 0 1.806 0 0 0 0 52 6 N3 -2.024 -.305 0 0 0 0 53 6 N11 -2.414 -.737 0 0 0 0 54 6 N15 0 2.475 0 0 0 0 55 6 N12 0 0 0 0 0 0 56 6 N9 0 0 0 0 0 0 57 6 N4 0 0 0 0 0 0 58 6 N1 0 0 0 0 0 0 59 6 Totals:-4.437 3.238 0 60 6 COG (ft):X: 5.698 Y: 9.9 Z: 0 61 7 N7 0 -.261 0 0 0 0 62 7 N3 2.938 1.161 0 0 0 0 63 7 N11 3.498 1.838 0 0 0 0 64 7 N15 0 -.795 0 0 0 0 65 7 N12 0 0 0 0 0 0 66 7 N9 0 0 0 0 0 0 67 7 N4 0 0 0 0 0 0 68 7 N1 0 0 0 0 0 0 69 7 Totals:6.436 1.943 0 70 7 COG (ft):X: 5.698 Y: 9.9 Z: 0 71 8 N7 0 1.564 0 0 0 0 72 8 N3 -2.698 -.664 0 0 0 0 73 8 N11 -3.218 -1.258 0 0 0 0 74 8 N15 0 2.3 0 0 0 0 75 8 N12 0 0 0 0 0 0 76 8 N9 0 0 0 0 0 0 77 8 N4 0 0 0 0 0 0 78 8 N1 0 0 0 0 0 0 79 8 Totals:-5.916 1.943 0 80 8 COG (ft):X: 5.698 Y: 9.9 Z: 0 81 9 N7 0 -.951 0 0 0 0 82 9 N3 2.938 .951 0 0 0 0 83 9 N11 3.498 1.613 0 0 0 0 84 9 N15 0 -1.613 0 0 0 0 85 9 N12 0 0 0 0 0 0 86 9 N9 0 0 0 0 0 0 87 9 N4 0 0 0 0 0 0 88 9 N1 0 0 0 0 0 0 89 9 Totals:6.436 0 0 90 9 COG (ft):NC NC NC 91 10 N7 0 .874 0 0 0 0 RISA-3D Version 17.0.4 Page 5 [\\bgbrifile01\Jobs\U21X1224A\Design\RISA\Hangar Framing.r3d] U21X1224A Page A38 of A157 Company :Dec 2, 2021 3:23 PMDesigner : Job Number :Checked By:_____ Model Name : Joint Reactions (By Combination) (Continued) LC Joint Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft] 92 10 N3 -2.698 -.874 0 0 0 0 93 10 N11 -3.218 -1.483 0 0 0 0 94 10 N15 0 1.483 0 0 0 0 95 10 N12 0 0 0 0 0 0 96 10 N9 0 0 0 0 0 0 97 10 N4 0 0 0 0 0 0 98 10 N1 0 0 0 0 0 0 99 10 Totals:-5.916 0 0 100 10 COG (ft):NC NC NC RISA-3D Version 17.0.4 Page 6 [\\bgbrifile01\Jobs\U21X1224A\Design\RISA\Hangar Framing.r3d] U21X1224A Page A39 of A157 NUCOR BUILDINGS GROUP Job # : U21X1224A Job Name : Kuhn Aviation Hangar Frame : Framelines 4 - 7 Date : 11/24/2021 Designer : BG\jacob.lambert File : F11.nfr App Version : (null) ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : RCG Frame width : 133.00 Ft. Bay width : 22.17 Ft. LEFT RIGHT Dim to ridge : 66.50 Ft. 66.50 Ft. Roof slope : 1.00/12 -1.00/12 Eave height : 35.00 Ft. 35.00 Ft. Girt offset : 8.00 In. 8.00 In. Typ. Girt spacing : 4.33 Ft. Purlin offset : 9.50 In. 9.50 In. Typ. Purlin spacing: 4.52 Ft. Col. spacing : 133.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace : Y Y Y Y Y Y Y Y Flange Brace : 0 0 2 0 2 0 2 0 Location (ft): 4.0 7.5 11.8 16.2 20.0 24.0 28.2 32.1 WP2 Girt Brace : Y Y Y Y Y Y Y Y Flange Brace : 0 0 2 0 2 0 2 0 Location (ft): 4.0 7.5 11.8 16.2 20.0 24.0 28.2 32.1 Other Braces: Column : Left Brace : Right Brace : Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year : IBC2015 Risk Category : II-Standard Buildings AISC Specification : 2010 ASD L O A D S (Psf) Roof Dead load : 3.50 Roof Coll load : 5.00 Roof Live load : 12.00 Roof Snow load : 30.80 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 40.00 Ce = 1.00 Ss = 0.307 S1 = 0.080 Seismic Design Category = B Site Class = D R = 3.00 Cd = 3.00 Sds = 0.318 Sd1 = 0.128 rho = 1.00 omega = 2.500 Is Building Irregular = False Roof Seismic Factor : 0.083 PSF Floor Seismic Factor : 0.083 PSF Wind speed : 115.00 Mph Exp. : C Wind pressure : 29.20 Psf Building is Enclosed Wind pressure coefficients Is End Bay? False C1 C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 22.17 WP2 22.17 RP1 22.17 RP2 22.17 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Panel Loads ----------------------------------------- U21X1224A Page A40 of A157 Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.078 -0.078 0.000 66.500 RDL RP2 -0.078 -0.078 66.500 133.000 COL RP1 -0.111 -0.111 0.000 66.500 COL RP2 -0.111 -0.111 66.500 133.000 SL RP1 -0.683 -0.683 0.000 66.500 SR RP2 -0.683 -0.683 66.500 133.000 UOS RP1 -0.887 -0.887 0.000 66.500 UOS RP2 -0.887 -0.887 66.500 133.000 RLL RP1 -0.266 -0.266 0.000 66.500 RLR RP2 -0.266 -0.266 66.500 133.000 W1R RP1 -0.330 -0.330 0.000 66.500 W1R RP2 -0.123 -0.123 66.500 133.000 W1R WP1 0.375 0.375 0.000 35.000 W1R WP2 0.071 0.071 0.000 35.000 W1L RP1 -0.123 -0.123 0.000 66.500 W1L RP2 -0.330 -0.330 66.500 133.000 W1L WP1 -0.071 -0.071 0.000 35.000 W1L WP2 -0.375 -0.375 0.000 35.000 W2R RP1 -0.563 -0.563 0.000 66.500 W2R RP2 -0.356 -0.356 66.500 133.000 W2R WP1 0.142 0.142 0.000 35.000 W2R WP2 0.304 0.304 0.000 35.000 W2L RP1 -0.356 -0.356 0.000 66.500 W2L RP2 -0.563 -0.563 66.500 133.000 W2L WP1 -0.304 -0.304 0.000 35.000 W2L WP2 -0.142 -0.142 0.000 35.000 W5B RP1 -0.330 -0.330 0.000 66.500 W5B RP2 -0.123 -0.123 66.500 133.000 W5B WP1 -0.175 -0.175 0.000 35.000 W5B WP2 0.175 0.175 0.000 35.000 W5F RP1 -0.123 -0.123 0.000 66.500 W5F RP2 -0.330 -0.330 66.500 133.000 W5F WP1 -0.175 -0.175 0.000 35.000 W5F WP2 0.175 0.175 0.000 35.000 W6B RP1 -0.563 -0.563 0.000 66.500 W6B RP2 -0.356 -0.356 66.500 133.000 W6B WP1 -0.408 -0.408 0.000 35.000 W6B WP2 0.408 0.408 0.000 35.000 W6F RP1 -0.356 -0.356 0.000 66.500 W6F RP2 -0.563 -0.563 66.500 133.000 W6F WP1 -0.408 -0.408 0.000 35.000 W6F WP2 0.408 0.408 0.000 35.000 EQR RP1 0.041 0.041 0.000 66.500 EQR RP2 0.041 0.041 66.500 133.000 EQL RP1 -0.041 -0.041 0.000 66.500 EQL RP2 -0.041 -0.041 66.500 133.000 LRD RP1 -0.683 -0.683 0.000 66.500 LRD RP1 -0.385 -0.385 37.563 66.500 LRD RP2 -0.205 -0.205 66.500 133.000 RRD RP1 -0.205 -0.205 0.000 66.500 RRD RP2 -0.683 -0.683 66.500 133.000 RRD RP2 -0.385 -0.385 66.500 95.437 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Shear loads that are applied perpendicular to the web have been considered in the baseplate design only. The locations listed below for each longitudinal bracing load apply only to the column axial load (tension on base of column and compression when at top of column). Load On Hor. Vert. Perp Shear Moment Loc Special Case Mem Kips Kips Kips K-Ft. Ft. Load # Description COL SPAN1 0.000 -0.125 0.000 0.000 66.000 C-1 Fan COL SPAN2 0.000 -0.125 0.000 0.000 67.000 C-2 Fan BWF COL01 0.000 47.550 -30.810 0.000 0.500 Long. Bracing-1 COL01 BWF COL02 0.000 47.550 -30.810 0.000 0.500 Long. Bracing-2 COL02 BWB COL01 0.000 -47.550 30.810 0.000 33.375 Long. Bracing-1 COL01 BWB COL02 0.000 -47.550 30.810 0.000 33.375 Long. Bracing-2 COL02 EQB COL01 0.000 -38.050 24.660 0.000 33.375 Long. Bracing-1 COL01 EQB COL02 0.000 -38.050 24.660 0.000 33.375 Long. Bracing-2 COL02 EQF COL01 0.000 38.050 -24.660 0.000 0.500 Long. Bracing-1 COL01 EQF COL02 0.000 38.050 -24.660 0.000 0.500 Long. Bracing-2 COL02 ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+SR+NLL 4) 1.00 SW+RDL+COL+SL+SR+NLR 5) 1.00 SW+RDL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+NLR 7) 1.00 SW+RDL+COL+0.60W1L 8) 1.00 SW+RDL+COL+0.60W2L 9) 1.00 SW+RDL+COL+0.60W1R 10) 1.00 SW+RDL+COL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 23) 1.00 SW+RDL+COL+0.60W5B+0.60BWB 24) 1.00 SW+RDL+COL+0.60W6B+0.60BWB 25) 1.00 SW+RDL+COL+0.60W5F+0.60BWF U21X1224A Page A41 of A157 26) 1.00 SW+RDL+COL+0.60W6F+0.60BWF 27) 1.00 0.60SW+0.60RDL+0.60W5B+0.60BWB 28) 1.00 0.60SW+0.60RDL+0.60W6B+0.60BWB 29) 1.00 0.60SW+0.60RDL+0.60W5F+0.60BWF 30) 1.00 0.60SW+0.60RDL+0.60W6F+0.60BWF 31) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B+0.45BWB 32) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6B+0.45BWB 33) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F+0.45BWF 34) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6F+0.45BWF 35) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B+0.45BWB 36) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6B+0.45BWB 37) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F+0.45BWF 38) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F+0.45BWF 39) 1.00 SW+RDL+COL+UOS+NLL 40) 1.00 SW+RDL+COL+UOS+NLR 41) 1.00 SW+RDL+COL+LRD+NLL 42) 1.00 SW+RDL+COL+LRD+NLR 43) 1.00 SW+RDL+COL+RRD+NLL 44) 1.00 SW+RDL+COL+RRD+NLR 45) 1.00 1.04SW+1.04RDL+1.04COL+0.70EQL 46) 1.00 1.04SW+1.04RDL+1.04COL+0.70EQR 47) 1.00 1.04SW+1.04RDL+1.04COL+0.70EQB+NLL 48) 1.00 1.04SW+1.04RDL+1.04COL+0.70EQB+NLR 49) 1.00 1.04SW+1.04RDL+1.04COL+0.70EQF 50) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.53EQL 51) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.53EQR 52) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.53EQB+NLL 53) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.53EQB+NLR 54) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.53EQF+NLL 55) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.53EQF+NLR 56) 1.00 0.55SW+0.55RDL+0.51EQL 57) 1.00 0.55SW+0.55RDL+0.51EQR 58) 1.00 0.55SW+0.55RDL+0.51EQB+NLL 59) 1.00 0.55SW+0.55RDL+0.51EQB+NLR 60) 1.00 0.55SW+0.55RDL+0.51EQF U21X1224A Page A42 of A157 Job : U21X1224A Kuhn Aviation Hangar NUCOR BUILDINGS GROUP Date: 03-22-22 Page: 1 Frame: Framelines 4 - 7 By : BG\jacob.lambert File: F11 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.38 F10.63 W375 39 2 -56.4 0.13 -1178.0 1.00 0.93 1.00 39 1 63.67 0.89 0.72 0.96 Chkpt 1 6 Depth 58.76 36.00 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.3750 55.00 | Web | 0.3750 55.00 | B/R Flg | 10.0 0.6250 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.50 F8.38 W275 43 7 -36.3 0.13 -388.5 0.76 0.93 1.00 39 8a 46.12 1.00 0.98 0.82 2 F8.63 F8.38 W220 40 18 -47.9 0.17 669.9 0.94 1.11 1.03 39 15a 20.92 1.03 0.43 0.32 Chkpt 7 13 14 21 Depth 35.88 41.44 47.00 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.5000 55.00 | 8.0 0.6250 55.00 | Web | 0.2750 55.00 | 0.2200 55.00 | B/R Flg | 8.0 0.3750 55.00 | 8.0 0.3750 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.63 F8.38 W220 39 25 -47.9 0.17 669.9 0.94 1.11 1.03 40 28b -20.96 1.03 0.43 0.32 2 F8.50 F8.38 W275 42 36 -36.4 0.13 -387.7 0.76 0.93 1.00 40 35b -46.16 1.00 0.98 0.82 Chkpt 22 29 30 36 Depth 47.00 41.44 35.88 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.6250 55.00 | 8.0 0.5000 55.00 | Web | 0.2200 55.00 | 0.2750 55.00 | B/R Flg | 8.0 0.3750 55.00 | 8.0 0.3750 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.38 F10.63 W375 40 41 -56.4 0.13 -1176.7 1.00 0.93 1.00 40 42 -63.71 0.89 0.72 0.96 Chkpt 37 42 Depth 36.00 58.76 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.3750 55.00 | Web | 0.3750 55.00 | B/R Flg | 10.0 0.6250 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F12.38 F12.63 W275 39 48 -80.2 0.18 -663.5 0.94 0.85 0.94 39 48 -43.35 0.94 1.78 2.10 2 F12.38 F12.75 W313 39 56 -78.7 0.14 -1303.1 1.15 0.87 1.01 39 56 -43.62 0.94 0.77 1.07 Chkpt 43 48 49 56 Depth 20.00 36.56 53.12 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 12.0 0.3750 55.00 | 12.0 0.3750 55.00 | Web | 0.2750 55.00 | 0.3125 55.00 | B/R Flg | 12.0 0.6250 55.00 | 12.0 0.7500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ U21X1224A Page A43 of A157 1 F12.63 F12.38 W275 40 62 -80.2 0.18 663.1 0.85 0.94 0.94 40 62 43.32 0.94 2.10 1.78 2 F12.75 F12.38 W313 40 70 -78.7 0.14 1302.4 0.87 1.15 1.01 40 70 43.61 0.94 1.07 0.77 U21X1224A Page A44 of A157 Job : U21X1224A Kuhn Aviation Hangar NUCOR BUILDINGS GROUP Date: 03-22-22 Page: 2 Frame: Framelines 4 - 7 By : BG\jacob.lambert File: F11 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Chkpt 57 62 63 70 Depth 20.00 36.56 53.12 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 12.0 0.6250 55.00 | 12.0 0.7500 55.00 | Web | 0.2750 55.00 | 0.3125 55.00 | B/R Flg | 12.0 0.3750 55.00 | 12.0 0.3750 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 13263 Deflections (in): 10 yr Wind dx = 0.41 = H/ 862 WIND CASE 2 TO RIGHT Seismic dx = 0.79 = H/ 453 SEISMIC TO RIGHT Story Drift = 2.36 = 0.007H SEISMIC TO RIGHT Stability Coefficient = 0.01 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.53EQB Stability Ratio = 0.07 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.53EQB Fundamental Period = 1.1689 Single Story Period Maximum dx = -2.00 = H/ 178 SW+RDL+COL+RRD Maximum dy = -8.21 = L/ 184 @ MOD 1, SW+RDL+COL+UOS Max. Live dy = -6.38 = L/ 238 @ MOD 1, LIVE ON LEFT AND RIGHT U21X1224A Page A45 of A157 NUCOR BUILDINGS GROUP Job # : U21X1224A Job Name : Kuhn Aviation Hangar Frame : Framelines 4 - 7 Date : 11/24/2021 Designer : BG\jacob.lambert File : F11.nfr App Version : (null) ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 1.00:12 W313 0.89 FWS3 FWD4 FWS5 0.83 0.00 0.99 FWS3 0.72 0.99 F3.38 2 0.000 0.00 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 12.0 0.3750 55.0 | 52.18 | Stiffener | 3.0 0.3750 52.00 50.0 | Web | 0.3125 55.0 | 53.87 52.00 | | | Bot Plate | 6.0 0.5000 55.0 | 52.00 | | | ------------------------------------------------------------------------------------------------------------------------------------- Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- -1.00:12 W313 0.89 FWS3 FWD4 FWS5 0.83 0.00 0.99 FWS3 0.72 0.99 F3.38 2 0.000 0.00 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 12.0 0.3750 55.0 | 52.18 | Stiffener | 3.0 0.3750 52.00 50.0 | Web | 0.3125 55.0 | 53.87 52.00 | | | Bot Plate | 6.0 0.5000 55.0 | 52.00 | | | ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases --- ---- ----- 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL+1.00SR 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL+1.00RLR 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B+0.60BWB 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W6B+0.60BWB 22 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F+0.60BWF 23 1.00 1.00SW+1.00RDL+1.00COL+0.60W6F+0.60BWF 24 1.00 0.60SW+0.60RDL+0.60W5B+0.60BWB 25 1.00 0.60SW+0.60RDL+0.60W6B+0.60BWB 26 1.00 0.60SW+0.60RDL+0.60W5F+0.60BWF 27 1.00 0.60SW+0.60RDL+0.60W6F+0.60BWF 28 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W5B+0.45BWB 29 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W6B+0.45BWB 30 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W5F+0.45BWF 31 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W6F+0.45BWF 32 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W5B+0.45BWB 33 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W6B+0.45BWB 34 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W5F+0.45BWF 35 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W6F+0.45BWF 36 1.00 1.00SW+1.00RDL+1.00COL+1.00UOS 37 1.00 1.00SW+1.00RDL+1.00COL+1.00LRD 38 1.00 1.00SW+1.00RDL+1.00COL+1.00RRD 39 1.00 1.045SW+1.045RDL+1.045COL+0.70EQL 40 1.00 1.045SW+1.045RDL+1.045COL+0.70EQR 41 1.00 1.045SW+1.045RDL+1.045COL+0.70EQB 42 1.00 1.045SW+1.045RDL+1.045COL+0.70EQF 43 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+0.525EQL 44 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+0.525EQR 45 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+0.525EQB 46 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+0.525EQF 47 1.00 0.555SW+0.555RDL+0.508EQL 48 1.00 0.555SW+0.555RDL+0.508EQR 49 1.00 0.555SW+0.555RDL+0.508EQB 50 1.00 0.555SW+0.555RDL+0.508EQF U21X1224A Page A46 of A157 NUCOR BUILDINGS GROUP Job #:U21X1224A Job Name :Kuhn Aviation Hangar Frame :Framelines 4 -7 File :F11.nfr Designer :BG\jacob.lambert App Version :1.5.139.0 Date :11/24/2021 BOLTED END-PLATES (BEP) SUMMARY Bolt Pre Tension M ethod : SnugTight PLATE SIZE: (in) Splice ID Left Type Right Type Members Joined Loc Web Depth Left Plate Width Thick Length Fy(ksi) Right Plate Width Thick Length Fy(ksi) 1 8E 8E COL01 To RAF01 Top 58.00 12.00 1.00 67.70 55.0 12.00 1.00 67.70 55.0 1 8E 8E COL01 To RAF01 Bot 58.00 12.00 1.00 67.70 55.0 12.00 1.00 67.70 55.0 2 6E 6E RAF01 To RAF02 Top 35.00 10.00 0.63 41.50 55.0 8.00 0.63 41.50 55.0 2 6E 6E RAF01 To RAF02 Bot 35.00 10.00 0.63 41.50 55.0 8.00 0.63 41.50 55.0 3 8E 8E RAF02 To RAF03 Top 46.00 8.00 0.75 52.53 55.0 8.00 0.75 52.53 55.0 3 8E 8E RAF02 To RAF03 Bot 46.00 8.00 0.75 52.53 55.0 8.00 0.75 52.53 55.0 4 6E 6E RAF03 To RAF04 Top 35.00 8.00 0.63 41.50 55.0 10.00 0.63 41.50 55.0 4 6E 6E RAF03 To RAF04 Bot 35.00 8.00 0.63 41.50 55.0 10.00 0.63 41.50 55.0 5 8E 8E RAF04 To COL02 Top 58.00 12.00 1.00 67.70 55.0 12.00 1.00 67.70 55.0 5 8E 8E RAF04 To COL02 Bot 58.00 12.00 1.00 67.70 55.0 12.00 1.00 67.70 55.0 PLATE DESIGN Splice ID Left Type Right Type Tension Location Max Moment Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Max Shear Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Left Plate Ratio Right Plate Ratio 1 8E 8E Top 36 -47.35 71.24 -1280.75 11 8.27 -14.57 262.81 0.56 0.58 1 8E 8E Bot 11 8.27 -14.57 262.81 36 -47.35 71.24 -1280.75 0.13 0.14 2 6E 6E Top 38 -36.39 29.46 -388.50 11 9.60 -9.56 68.04 0.73 0.84 2 6E 6E Bot 27 13.34 -6.89 84.61 36 -51.36 46.11 -315.07 0.22 0.27 3 8E 8E Top 9 10.03 -0.95 -101.78 37 -33.81 -12.18 497.82 0.14 0.14 3 8E 8E Bot 36 -47.35 0.07 668.51 24 3.33 2.22 -25.79 0.70 0.70 4 6E 6E Top 37 -36.45 -29.45 -387.67 9 9.61 9.56 68.00 0.83 0.72 4 6E 6E Bot 25 12.05 7.03 86.61 36 -51.38 -46.15 -314.65 0.27 0.22 5 8E 8E Top 36 -47.37 -71.29 -1279.89 9 8.28 14.57 262.82 0.58 0.56 5 8E 8E Bot 9 8.28 14.57 262.82 36 -47.37 -71.29 -1279.89 0.14 0.13 BOLT RUPTURE DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Axial (kip) Moment (ft-kip) Left Bolt Ratio Right Bolt Ratio 1 8E 8E Top A325 No 1.25 4.00 --2.25 2.21 4.75 3.75 2.25 36 -47.35 -1280.75 0.58 0.58 1 8E 8E Bot A325 No 1.25 4.00 --2.25 2.00 4.75 3.75 2.25 11 8.27 262.81 0.14 0.14 2 6E 6E Top A325 No 0.75 3.50 --1.25 1.63 3.25 2.25 1.25 38 -36.39 -388.50 0.98 0.98 2 6E 6E Bot A325 No 0.75 3.50 --1.25 1.30 3.25 2.25 1.25 27 13.34 84.61 0.31 0.31 3 8E 8E Top A325 No 0.75 3.50 --1.31 1.37 3.25 2.25 1.25 9 10.03 -101.78 0.21 0.21 3 8E 8E Bot A325 No 0.75 3.50 --1.31 1.51 3.25 2.25 1.25 36 -47.35 668.51 0.98 0.98 4 6E 6E Top A325 No 0.75 3.50 --1.25 1.50 3.25 2.25 1.25 37 -36.45 -387.67 0.98 0.98 4 6E 6E Bot A325 No 0.75 3.50 --1.25 1.61 3.25 2.25 1.25 25 12.05 86.61 0.31 0.31 5 8E 8E Top A325 No 1.25 4.00 --2.25 2.04 4.75 3.75 2.25 36 -47.37 -1279.89 0.58 0.58 5 8E 8E Bot A325 No 1.25 4.00 --2.25 2.06 4.75 3.75 2.25 9 8.28 262.82 0.14 0.14 COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 1 8E 8E Top A325 No 1.25 4.00 --2.25 2.21 4.75 3.75 2.25 11 -14.57 0.05 0.05 1 8E 8E Bot A325 No 1.25 4.00 --2.25 2.00 4.75 3.75 2.25 36 71.24 0.27 0.27 2 6E 6E Top A325 No 0.75 3.50 --1.25 1.63 3.25 2.25 1.25 11 -9.56 0.13 0.13 U21X1224A Page A47 of A157 COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 2 6E 6E Bot A325 No 0.75 3.50 --1.25 1.30 3.25 2.25 1.25 36 46.11 0.64 0.64 3 8E 8E Top A325 No 0.75 3.50 --1.31 1.37 3.25 2.25 1.25 37 -12.18 0.13 0.13 3 8E 8E Bot A325 No 0.75 3.50 --1.31 1.51 3.25 2.25 1.25 24 2.22 0.02 0.02 4 6E 6E Top A325 No 0.75 3.50 --1.25 1.50 3.25 2.25 1.25 9 9.56 0.13 0.13 4 6E 6E Bot A325 No 0.75 3.50 --1.25 1.61 3.25 2.25 1.25 36 -46.15 0.64 0.64 5 8E 8E Top A325 No 1.25 4.00 --2.25 2.04 4.75 3.75 2.25 9 14.57 0.05 0.05 5 8E 8E Bot A325 No 1.25 4.00 --2.25 2.06 4.75 3.75 2.25 36 -71.29 0.27 0.27 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 1 Top FWD5 WP13 36 0.97 11 0.12 FWD5 WP14 36 0.94 11 0.09 1 Bot FWD4 WP13 11 0.25 36 0.60 FWD4 WP14 11 0.24 36 0.46 2 Top FWD4 WP13 38 0.72 11 0.14 FWD4 WP13 38 0.85 11 0.15 2 Bot FWD4 WP13 27 0.22 36 0.69 FWD4 WP13 27 0.26 36 0.70 3 Top FWD4 WP13 9 0.22 37 0.14 FWD4 WP13 9 0.22 37 0.14 3 Bot FWD5 WP13 36 0.96 24 0.03 FWD5 WP13 36 0.96 24 0.03 4 Top FWD4 WP13 37 0.84 9 0.15 FWD4 WP13 37 0.71 9 0.14 4 Bot FWD4 WP13 25 0.26 36 0.70 FWD4 WP13 25 0.22 36 0.69 5 Top FWD5 WP14 36 0.94 9 0.09 FWD5 WP13 36 0.97 9 0.12 5 Bot FWD4 WP14 9 0.25 36 0.46 FWD4 WP13 9 0.25 36 0.61 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) Column ID Type Column Pattern Column Depth Base Plate Width Thickness Length Fy(ksi) Anchor Rods Qty Dia.Grade Pfi Pb Gage COL01 WF/BU Left 20 12 1 20.0000 55 4 1.25 Grade36 4 5 5 COL02 WF/BU Right 20 12 1 20.0000 55 4 1.25 Grade36 4 5 5 BASEPLATE DESIGN CHECKS Column ID Concrete Bearing (Compression) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio Base Plate Yielding (Tension) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio COL01 36 -78.62 -47.22 0.00 0.23 27 37.57 4.25 -18.49 0.74 COL02 36 -78.82 47.49 0.00 0.24 27 41.49 -3.58 -18.49 0.78 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Column ID Anchor Rod Tension Design Load Comb Axial (kip) Shear (kips) Bracing Shear(kip) Rod Ratio Anchor Rod Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Tension-Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Shear-Tension Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio COL01 27 37.57 4.25 -18.49 0.35 36 -78.62 -47.22 0.00 0.74 27 37.57 4.25 -18.49 0.37 36 -78.62 -47.22 0.00 0.74 COL02 27 41.49 -3.58 -18.49 0.39 36 -78.82 47.49 0.00 0.74 27 41.49 -3.58 -18.49 0.41 36 -78.82 47.49 0.00 0.74 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Column ID Left Flange Weld (Pipe Weld)Web Weld Right Flange Weld Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio COL01 FWS3 27 37.57 4.25 -18.49 0.53 FWR3 36 -78.62 -47.22 0.00 0.89 FWS4 27 37.57 4.25 -18.49 0.28 COL02 FWS4 27 41.49 -3.58 -18.49 0.29 FWR3 36 -78.82 47.49 0.00 0.90 FWS3 27 41.49 -3.58 -18.49 0.53 U21X1224A Page A48 of A157 LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL+1.00SR 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL+1.00RLR 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B+0.60BWB 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W6B+0.60BWB 22 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F+0.60BWF 23 1.00 1.00SW+1.00RDL+1.00COL+0.60W6F+0.60BWF 24 1.00 0.60SW+0.60RDL+0.60W5B+0.60BWB 25 1.00 0.60SW+0.60RDL+0.60W6B+0.60BWB 26 1.00 0.60SW+0.60RDL+0.60W5F+0.60BWF 27 1.00 0.60SW+0.60RDL+0.60W6F+0.60BWF 28 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W5B+0.45BWB 29 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W6B+0.45BWB 30 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W5F+0.45BWF 31 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W6F+0.45BWF 32 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W5B+0.45BWB 33 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W6B+0.45BWB 34 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W5F+0.45BWF 35 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W6F+0.45BWF 36 1.00 1.00SW+1.00RDL+1.00COL+1.00UOS 37 1.00 1.00SW+1.00RDL+1.00COL+1.00LRD 38 1.00 1.00SW+1.00RDL+1.00COL+1.00RRD 39 1.00 1.045SW+1.045RDL+1.045COL+0.70EQL 40 1.00 1.045SW+1.045RDL+1.045COL+0.70EQR 41 1.00 1.045SW+1.045RDL+1.045COL+0.70EQB 42 1.00 1.045SW+1.045RDL+1.045COL+0.70EQF 43 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+0.525EQL 44 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+0.525EQR 45 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+0.525EQB 46 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+0.525EQF 47 1.00 0.555SW+0.555RDL+0.508EQL 48 1.00 0.555SW+0.555RDL+0.508EQR 49 1.00 0.555SW+0.555RDL+0.508EQB 50 1.00 0.555SW+0.555RDL+0.508EQF *Indicates a Special Seismic Load Combination U21X1224A Page A49 of A157 U21X1224A Page A50 of A157 NUCOR BUILDINGS GROUP Job # : U21X1224A Job Name : Kuhn Aviation Hangar Frame : Frameline 2 Date : 11/24/2021 Designer : BG\jacob.lambert File : F12.nfr App Version : (null) ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : RCG Frame width : 133.00 Ft. Bay width : 21.50 Ft. LEFT RIGHT Dim to ridge : 66.50 Ft. 66.50 Ft. Roof slope : 1.00/12 -1.00/12 Eave height : 35.00 Ft. 35.00 Ft. Girt offset : 8.00 In. 8.00 In. Typ. Girt spacing : 4.33 Ft. Purlin offset : 9.50 In. 9.50 In. Typ. Purlin spacing: 4.52 Ft. Col. spacing : 133.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace : Y Y Y Y Y Y Y Y Flange Brace : 0 0 2 0 2 0 2 0 Location (ft): 4.0 7.5 11.8 16.2 20.0 24.0 28.2 32.1 WP2 Girt Brace : Y Y Y Y Y Y Y Y Flange Brace : 0 0 2 0 2 0 2 0 Location (ft): 4.0 7.5 11.8 16.2 20.0 24.0 28.2 32.1 Other Braces: Column : Left Brace : Right Brace : Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year : IBC2015 Risk Category : II-Standard Buildings AISC Specification : 2010 ASD L O A D S (Psf) Roof Dead load : 3.50 Roof Coll load : 5.00 Roof Live load : 12.00 Roof Snow load : 30.80 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 40.00 Ce = 1.00 Ss = 0.307 S1 = 0.080 Seismic Design Category = B Site Class = D R = 3.00 Cd = 3.00 Sds = 0.318 Sd1 = 0.128 rho = 1.00 omega = 2.500 Is Building Irregular = False Roof Seismic Factor : 0.083 PSF Floor Seismic Factor : 0.083 PSF Wind speed : 115.00 Mph Exp. : C Wind pressure : 29.20 Psf Building is Enclosed Wind pressure coefficients Is End Bay? False C1 C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 21.50 WP2 21.50 RP1 21.50 RP2 21.50 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Panel Loads ----------------------------------------- U21X1224A Page A51 of A157 Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.075 -0.075 0.000 66.500 RDL RP2 -0.075 -0.075 66.500 133.000 COL RP1 -0.108 -0.108 0.000 66.500 COL RP2 -0.108 -0.108 66.500 133.000 SL RP1 -0.662 -0.662 0.000 66.500 SR RP2 -0.662 -0.662 66.500 133.000 UOS RP1 -0.860 -0.860 0.000 66.500 UOS RP2 -0.860 -0.860 66.500 133.000 RLL RP1 -0.258 -0.258 0.000 66.500 RLR RP2 -0.258 -0.258 66.500 133.000 W1R RP1 -0.320 -0.320 0.000 66.500 W1R RP2 -0.119 -0.119 66.500 133.000 W1R WP1 0.364 0.364 0.000 35.000 W1R WP2 0.069 0.069 0.000 35.000 W1L RP1 -0.119 -0.119 0.000 66.500 W1L RP2 -0.320 -0.320 66.500 133.000 W1L WP1 -0.069 -0.069 0.000 35.000 W1L WP2 -0.364 -0.364 0.000 35.000 W2R RP1 -0.546 -0.546 0.000 66.500 W2R RP2 -0.345 -0.345 66.500 133.000 W2R WP1 0.138 0.138 0.000 35.000 W2R WP2 0.295 0.295 0.000 35.000 W2L RP1 -0.345 -0.345 0.000 66.500 W2L RP2 -0.546 -0.546 66.500 133.000 W2L WP1 -0.295 -0.295 0.000 35.000 W2L WP2 -0.138 -0.138 0.000 35.000 W5B RP1 -0.320 -0.320 0.000 66.500 W5B RP2 -0.119 -0.119 66.500 133.000 W5B WP1 -0.170 -0.170 0.000 35.000 W5B WP2 0.170 0.170 0.000 35.000 W5F RP1 -0.119 -0.119 0.000 66.500 W5F RP2 -0.320 -0.320 66.500 133.000 W5F WP1 -0.170 -0.170 0.000 35.000 W5F WP2 0.170 0.170 0.000 35.000 W6B RP1 -0.546 -0.546 0.000 66.500 W6B RP2 -0.345 -0.345 66.500 133.000 W6B WP1 -0.396 -0.396 0.000 35.000 W6B WP2 0.396 0.396 0.000 35.000 W6F RP1 -0.345 -0.345 0.000 66.500 W6F RP2 -0.546 -0.546 66.500 133.000 W6F WP1 -0.396 -0.396 0.000 35.000 W6F WP2 0.396 0.396 0.000 35.000 EQR RP1 0.043 0.043 0.000 66.500 EQR RP2 0.043 0.043 66.500 133.000 EQL RP1 -0.043 -0.043 0.000 66.500 EQL RP2 -0.043 -0.043 66.500 133.000 LRD RP1 -0.662 -0.662 0.000 66.500 LRD RP1 -0.373 -0.373 37.563 66.500 LRD RP2 -0.199 -0.199 66.500 133.000 RRD RP1 -0.199 -0.199 0.000 66.500 RRD RP2 -0.373 -0.373 66.500 95.437 RRD RP2 -0.662 -0.662 66.500 133.000 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Shear loads that are applied perpendicular to the web have been considered in the baseplate design only. The locations listed below for each longitudinal bracing load apply only to the column axial load (tension on base of column and compression when at top of column). Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description LRD RP1 -0.263 -0.263 31.654 66.500 P-3 Drift Correction LRD RP1 -0.169 -0.169 37.563 66.500 P-2 Drift Correction LRD RP1 0.373 0.373 37.563 66.500 P-1 Drift Correction RRD RP2 0.373 0.373 66.500 95.437 P-4 Drift Correction RRD RP2 -0.169 -0.169 66.500 95.437 P-5 Drift Correction RRD RP2 -0.263 -0.263 66.500 101.346 P-6 Drift Correction Load On Hor. Vert. Perp Shear Moment Loc Special Case Mem Kips Kips Kips K-Ft. Ft. Load # Description RDL COL01 0.000 -0.170 0.000 0.368 34.000 C-1 Lean To RDL COL01 0.010 -1.350 0.000 2.925 34.000 C-2 Lean To RDL COL02 0.000 -0.170 0.000 -0.368 34.000 C-19 Lean To RDL COL02 -0.010 -1.350 0.000 -2.925 34.000 C-20 Lean To RDL SPAN1 0.000 -0.350 0.000 0.000 8.000 C-37 Hangar RDL SPAN1 0.000 -0.353 0.000 0.000 17.000 C-38 Hangar RDL SPAN1 0.000 -0.357 0.000 0.000 26.000 C-39 Hangar RDL SPAN1 0.000 -0.360 0.000 0.000 35.000 C-40 Hangar RDL SPAN1 0.000 -0.363 0.000 0.000 44.000 C-41 Hangar RDL SPAN1 0.000 -0.367 0.000 0.000 53.000 C-42 Hangar RDL SPAN1 0.000 -0.370 0.000 0.000 62.000 C-43 Hangar RDL SPAN2 0.000 -0.370 0.000 0.000 71.000 C-44 Hangar RDL SPAN2 0.000 -0.367 0.000 0.000 80.000 C-45 Hangar RDL SPAN2 0.000 -0.363 0.000 0.000 89.000 C-46 Hangar RDL SPAN2 0.000 -0.360 0.000 0.000 98.000 C-47 Hangar RDL SPAN2 0.000 -0.357 0.000 0.000 107.000 C-48 Hangar RDL SPAN2 0.000 -0.353 0.000 0.000 116.000 C-49 Hangar RDL SPAN2 0.000 -0.350 0.000 0.000 125.000 C-50 Hangar COL COL01 0.000 -0.530 0.000 1.148 34.000 C-3 Lean To COL COL02 0.000 -0.530 0.000 -1.148 34.000 C-21 Lean To SL COL01 0.030 -2.970 0.000 6.435 34.000 C-4 Lean To SR COL02 -0.030 -2.970 0.000 -6.435 34.000 C-22 Lean To UOS COL01 0.040 -4.240 0.000 9.187 34.000 C-5 Lean To UOS COL02 -0.040 -4.240 0.000 -9.187 34.000 C-23 Lean To RLL COL01 0.010 -1.270 0.000 2.752 34.000 C-6 Lean To RLR COL02 -0.010 -1.270 0.000 -2.752 34.000 C-24 Lean To W1R COL01 4.140 3.090 0.000 -6.695 34.000 C-7 Lean To W1R COL02 1.680 0.940 0.000 2.037 34.000 C-26 Lean To W1L COL01 -1.680 0.940 0.000 -2.037 34.000 C-8 Lean To W1L COL02 -4.140 3.090 0.000 6.695 34.000 C-25 Lean To W2R COL01 1.800 4.010 0.000 -8.688 34.000 C-9 Lean To U21X1224A Page A52 of A157 W2R COL02 4.010 1.860 0.000 4.030 34.000 C-28 Lean To W2L COL01 -4.010 1.860 0.000 -4.030 34.000 C-10 Lean To W2L COL02 -1.800 4.010 0.000 8.688 34.000 C-27 Lean To W5B COL01 -2.290 2.560 0.000 -5.547 34.000 C-11 Lean To W5B COL02 1.970 0.920 0.000 1.993 34.000 C-30 Lean To W5B SPAN1 0.000 0.842 0.000 0.000 8.000 C-65 Hangar W5B SPAN1 0.000 0.920 0.000 0.000 17.000 C-66 Hangar W5B SPAN1 0.000 0.999 0.000 0.000 26.000 C-67 Hangar W5B SPAN1 0.000 1.077 0.000 0.000 35.000 C-68 Hangar W5B SPAN1 0.000 1.155 0.000 0.000 44.000 C-69 Hangar W5B SPAN1 0.000 1.234 0.000 0.000 53.000 C-70 Hangar W5B SPAN1 0.000 1.312 0.000 0.000 62.000 C-71 Hangar W5B SPAN2 0.000 1.312 0.000 0.000 71.000 C-72 Hangar W5B SPAN2 0.000 1.234 0.000 0.000 80.000 C-73 Hangar W5B SPAN2 0.000 1.155 0.000 0.000 89.000 C-74 Hangar W5B SPAN2 0.000 1.077 0.000 0.000 98.000 C-75 Hangar W5B SPAN2 0.000 0.999 0.000 0.000 107.000 C-76 Hangar W5B SPAN2 0.000 0.920 0.000 0.000 116.000 C-77 Hangar W5B SPAN2 0.000 0.842 0.000 0.000 125.000 C-78 Hangar W5F COL01 -1.970 0.920 0.000 -1.993 34.000 C-12 Lean To W5F COL02 2.290 2.560 0.000 5.547 34.000 C-29 Lean To W5F SPAN1 0.000 -0.919 0.000 0.000 8.000 C-51 Hangar W5F SPAN1 0.000 -1.004 0.000 0.000 17.000 C-52 Hangar W5F SPAN1 0.000 -1.090 0.000 0.000 26.000 C-53 Hangar W5F SPAN1 0.000 -1.175 0.000 0.000 35.000 C-54 Hangar W5F SPAN1 0.000 -1.260 0.000 0.000 44.000 C-55 Hangar W5F SPAN1 0.000 -1.346 0.000 0.000 53.000 C-56 Hangar W5F SPAN1 0.000 -1.431 0.000 0.000 62.000 C-57 Hangar W5F SPAN2 0.000 -1.431 0.000 0.000 71.000 C-58 Hangar W5F SPAN2 0.000 -1.346 0.000 0.000 80.000 C-59 Hangar W5F SPAN2 0.000 -1.260 0.000 0.000 89.000 C-60 Hangar W5F SPAN2 0.000 -1.175 0.000 0.000 98.000 C-61 Hangar W5F SPAN2 0.000 -1.090 0.000 0.000 107.000 C-62 Hangar W5F SPAN2 0.000 -1.004 0.000 0.000 116.000 C-63 Hangar W5F SPAN2 0.000 -0.919 0.000 0.000 125.000 C-64 Hangar W6B COL01 -4.620 3.470 0.000 -7.518 34.000 C-13 Lean To W6B COL02 4.300 1.830 0.000 3.965 34.000 C-32 Lean To W6B SPAN1 0.000 0.842 0.000 0.000 8.000 C-93 Hangar W6B SPAN1 0.000 0.920 0.000 0.000 17.000 C-94 Hangar W6B SPAN1 0.000 0.999 0.000 0.000 26.000 C-95 Hangar W6B SPAN1 0.000 1.077 0.000 0.000 35.000 C-96 Hangar W6B SPAN1 0.000 1.155 0.000 0.000 44.000 C-97 Hangar W6B SPAN1 0.000 1.234 0.000 0.000 53.000 C-98 Hangar W6B SPAN1 0.000 1.312 0.000 0.000 62.000 C-99 Hangar W6B SPAN2 0.000 1.312 0.000 0.000 71.000 C-100 Hangar W6B SPAN2 0.000 1.234 0.000 0.000 80.000 C-101 Hangar W6B SPAN2 0.000 1.155 0.000 0.000 89.000 C-102 Hangar W6B SPAN2 0.000 1.077 0.000 0.000 98.000 C-103 Hangar W6B SPAN2 0.000 0.999 0.000 0.000 107.000 C-104 Hangar W6B SPAN2 0.000 0.920 0.000 0.000 116.000 C-105 Hangar W6B SPAN2 0.000 0.842 0.000 0.000 125.000 C-106 Hangar W6F COL01 -4.300 1.830 0.000 -3.965 34.000 C-14 Lean To W6F COL02 4.620 3.470 0.000 7.518 34.000 C-31 Lean To W6F SPAN1 0.000 -0.919 0.000 0.000 8.000 C-79 Hangar W6F SPAN1 0.000 -1.004 0.000 0.000 17.000 C-80 Hangar W6F SPAN1 0.000 -1.090 0.000 0.000 26.000 C-81 Hangar W6F SPAN1 0.000 -1.175 0.000 0.000 35.000 C-82 Hangar W6F SPAN1 0.000 -1.260 0.000 0.000 44.000 C-83 Hangar W6F SPAN1 0.000 -1.346 0.000 0.000 53.000 C-84 Hangar W6F SPAN1 0.000 -1.431 0.000 0.000 62.000 C-85 Hangar W6F SPAN2 0.000 -1.431 0.000 0.000 71.000 C-86 Hangar W6F SPAN2 0.000 -1.346 0.000 0.000 80.000 C-87 Hangar W6F SPAN2 0.000 -1.260 0.000 0.000 89.000 C-88 Hangar W6F SPAN2 0.000 -1.175 0.000 0.000 98.000 C-89 Hangar W6F SPAN2 0.000 -1.090 0.000 0.000 107.000 C-90 Hangar W6F SPAN2 0.000 -1.004 0.000 0.000 116.000 C-91 Hangar W6F SPAN2 0.000 -0.919 0.000 0.000 125.000 C-92 Hangar EQR COL01 0.620 0.030 0.000 -0.065 34.000 C-15 Lean To EQR COL02 0.620 -0.030 0.000 -0.065 34.000 C-34 Lean To EQL COL01 -0.620 -0.030 0.000 0.065 34.000 C-16 Lean To EQL COL02 -0.620 0.030 0.000 0.065 34.000 C-33 Lean To LRD COL01 0.030 -2.970 0.000 6.435 34.000 C-17 Lean To LRD COL02 -0.009 -0.891 0.000 -1.931 34.000 C-35 Lean To RRD COL01 0.009 -0.891 0.000 1.931 34.000 C-18 Lean To RRD COL02 -0.030 -2.970 0.000 -6.435 34.000 C-36 Lean To ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+SR+NLL 4) 1.00 SW+RDL+COL+SL+SR+NLR 5) 1.00 SW+RDL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+NLR 7) 1.00 SW+RDL+COL+0.60W1L 8) 1.00 SW+RDL+COL+0.60W2L 9) 1.00 SW+RDL+COL+0.60W1R 10) 1.00 SW+RDL+COL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 23) 1.00 SW+RDL+COL+0.60W5B 24) 1.00 SW+RDL+COL+0.60W6B 25) 1.00 SW+RDL+COL+0.60W5F 26) 1.00 SW+RDL+COL+0.60W6F 27) 1.00 0.60SW+0.60RDL+0.60W5B 28) 1.00 0.60SW+0.60RDL+0.60W6B U21X1224A Page A53 of A157 29) 1.00 0.60SW+0.60RDL+0.60W5F 30) 1.00 0.60SW+0.60RDL+0.60W6F 31) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 32) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6B 33) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 34) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6F 35) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 36) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6B 37) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 38) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F 39) 1.00 SW+RDL+COL+UOS+NLL 40) 1.00 SW+RDL+COL+UOS+NLR 41) 1.00 SW+RDL+COL+LRD+NLL 42) 1.00 SW+RDL+COL+LRD+NLR 43) 1.00 SW+RDL+COL+RRD+NLL 44) 1.00 SW+RDL+COL+RRD+NLR 45) 1.00 1.04SW+1.04RDL+1.04COL+0.70EQL 46) 1.00 1.04SW+1.04RDL+1.04COL+0.70EQR 47) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.53EQL 48) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.53EQR 49) 1.00 0.55SW+0.55RDL+0.52EQL 50) 1.00 0.55SW+0.55RDL+0.52EQR U21X1224A Page A54 of A157 Job : U21X1224A Kuhn Aviation Hangar NUCOR BUILDINGS GROUP Date: 03-22-22 Page: 1 Frame: Frameline 2 By : BG\jacob.lambert File: F12 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.38 F10.63 W375 39 2 -55.9 0.13 -1161.8 0.98 0.91 0.97 39 1 64.45 0.90 0.73 0.98 Chkpt 1 8 Depth 58.76 36.00 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.3750 55.00 | Web | 0.3750 55.00 | B/R Flg | 10.0 0.6250 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.50 F8.50 W250 42 18 -36.5 0.15 561.9 0.94 0.89 1.02 39 15a 31.19 0.99 0.97 0.97 2 F8.63 F8.50 W250 40 24 -47.4 0.15 706.9 0.92 0.96 1.00 39 20a 21.07 0.70 0.40 0.36 Chkpt 9 18 19 27 Depth 36.00 41.56 47.12 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.5000 55.00 | 8.0 0.6250 55.00 | Web | 0.2500 55.00 | 0.2500 55.00 | B/R Flg | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.63 F8.50 W250 39 31 -47.4 0.15 706.8 0.92 0.96 1.00 40 35b -21.11 0.71 0.40 0.36 2 F8.50 F8.50 W250 43 37 -36.5 0.15 561.2 0.94 0.89 1.02 40 40b -31.23 0.99 0.98 0.98 Chkpt 28 36 37 46 Depth 47.12 41.56 36.00 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.6250 55.00 | 8.0 0.5000 55.00 | Web | 0.2500 55.00 | 0.2500 55.00 | B/R Flg | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.38 F10.63 W375 40 53 -55.9 0.13 -1161.2 0.98 0.91 0.97 40 54 -64.49 0.90 0.73 0.98 Chkpt 47 54 Depth 36.00 58.76 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.3750 55.00 | Web | 0.3750 55.00 | B/R Flg | 10.0 0.6250 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F12.38 F12.63 W275 39 59 -86.9 0.19 -651.2 0.92 0.83 0.93 39 59 -42.46 0.92 1.75 2.05 2 F12.38 F12.75 W313 39 67 -85.4 0.15 -1277.2 1.13 0.85 0.98 39 67 -42.75 0.93 0.75 1.04 Chkpt 55 59 60 67 Depth 20.00 36.56 53.12 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 12.0 0.3750 55.00 | 12.0 0.3750 55.00 | Web | 0.2750 55.00 | 0.3125 55.00 | B/R Flg | 12.0 0.6250 55.00 | 12.0 0.7500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ U21X1224A Page A55 of A157 1 F12.63 F12.38 W275 40 72 -86.9 0.19 651.0 0.83 0.92 0.93 40 72 42.45 0.92 2.05 1.74 2 F12.75 F12.38 W313 40 80 -85.4 0.15 1276.9 0.85 1.13 0.98 40 80 42.75 0.93 1.04 0.75 U21X1224A Page A56 of A157 Job : U21X1224A Kuhn Aviation Hangar NUCOR BUILDINGS GROUP Date: 03-22-22 Page: 2 Frame: Frameline 2 By : BG\jacob.lambert File: F12 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Chkpt 68 72 73 80 Depth 20.00 36.56 53.12 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 12.0 0.6250 55.00 | 12.0 0.7500 55.00 | Web | 0.2750 55.00 | 0.3125 55.00 | B/R Flg | 12.0 0.3750 55.00 | 12.0 0.3750 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 13611 Deflections (in): 10 yr Wind dx = 0.75 = H/ 471 WIND CASE 2 TO RIGHT Seismic dx = 0.96 = H/ 369 SEISMIC TO RIGHT Story Drift = 2.89 = 0.008H SEISMIC TO RIGHT Stability Coefficient = 0.01 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.53EQL Stability Ratio = 0.05 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.53EQL Fundamental Period = 0.9388 Single Story Period Maximum dx = -1.99 = H/ 178 SW+RDL+COL+RRD Maximum dy = -7.88 = L/ 192 @ MOD 1, SW+RDL+COL+UOS Max. Live dy = -5.89 = L/ 257 @ MOD 1, LIVE ON LEFT AND RIGHT U21X1224A Page A57 of A157 NUCOR BUILDINGS GROUP Job # : U21X1224A Job Name : Kuhn Aviation Hangar Frame : Frameline 2 Date : 11/24/2021 Designer : BG\jacob.lambert File : F12.nfr App Version : (null) ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 1.00:12 W313 0.88 FWS3 FWD4 FWS5 0.83 0.00 0.98 FWS3 0.72 0.98 F3.38 2 0.000 0.00 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 12.0 0.3750 55.0 | 52.18 | Stiffener | 3.0 0.3750 52.00 50.0 | Web | 0.3125 55.0 | 53.87 52.00 | | | Bot Plate | 6.0 0.5000 55.0 | 52.00 | | | ------------------------------------------------------------------------------------------------------------------------------------- Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- -1.00:12 W313 0.88 FWS3 FWD4 FWS5 0.83 0.00 0.98 FWS3 0.72 0.98 F3.38 2 0.000 0.00 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 12.0 0.3750 55.0 | 52.18 | Stiffener | 3.0 0.3750 52.00 50.0 | Web | 0.3125 55.0 | 53.87 52.00 | | | Bot Plate | 6.0 0.5000 55.0 | 52.00 | | | ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases --- ---- ----- 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL+1.00SR 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL+1.00RLR 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W6B 22 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F 23 1.00 1.00SW+1.00RDL+1.00COL+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W5B 29 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W6B 30 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W5F 31 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W6F 32 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W5B 33 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W6B 34 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W5F 35 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W6F 36 1.00 1.00SW+1.00RDL+1.00COL+1.00UOS 37 1.00 1.00SW+1.00RDL+1.00COL+1.00LRD 38 1.00 1.00SW+1.00RDL+1.00COL+1.00RRD 39 1.00 1.045SW+1.045RDL+1.045COL+0.70EQL 40 1.00 1.045SW+1.045RDL+1.045COL+0.70EQR 41 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+0.525EQL 42 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+0.525EQR 43 1.00 0.555SW+0.555RDL+0.521EQL 44 1.00 0.555SW+0.555RDL+0.521EQR U21X1224A Page A58 of A157 NUCOR BUILDINGS GROUP Job #:U21X1224A Job Name :Kuhn Aviation Hangar Frame :Frameline 2 File :F12.nfr Designer :BG\jacob.lambert App Version :1.5.139.0 Date :11/24/2021 BOLTED END-PLATES (BEP) SUMMARY Bolt Pre Tension M ethod : SnugTight PLATE SIZE: (in) Splice ID Left Type Right Type Members Joined Loc Web Depth Left Plate Width Thick Length Fy(ksi) Right Plate Width Thick Length Fy(ksi) 1 8E 8E COL01 To RAF01 Top 58.00 12.00 1.00 67.70 55.0 10.00 1.00 67.70 50.0 1 8E 8E COL01 To RAF01 Bot 58.00 12.00 1.00 67.70 55.0 10.00 1.00 67.70 50.0 2 6E 6E RAF01 To RAF02 Top 35.00 10.00 0.63 42.25 55.0 8.00 0.63 42.25 55.0 2 6E 6E RAF01 To RAF02 Bot 35.00 10.00 0.63 42.25 55.0 8.00 0.63 42.25 55.0 3 8E 8E RAF02 To RAF03 Top 46.00 8.00 0.75 53.41 55.0 8.00 0.75 53.41 55.0 3 8E 8E RAF02 To RAF03 Bot 46.00 8.00 0.75 53.41 55.0 8.00 0.75 53.41 55.0 4 6E 6E RAF03 To RAF04 Top 35.00 8.00 0.63 42.25 55.0 10.00 0.63 42.25 55.0 4 6E 6E RAF03 To RAF04 Bot 35.00 8.00 0.63 42.25 55.0 10.00 0.63 42.25 55.0 5 8E 8E RAF04 To COL02 Top 58.00 10.00 1.00 67.70 50.0 12.00 1.00 67.70 55.0 5 8E 8E RAF04 To COL02 Bot 58.00 10.00 1.00 67.70 50.0 12.00 1.00 67.70 55.0 PLATE DESIGN Splice ID Left Type Right Type Tension Location Max Moment Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Max Shear Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Left Plate Ratio Right Plate Ratio 1 8E 8E Top 36 -46.86 71.82 -1265.73 25 15.75 -15.71 209.17 0.55 0.66 1 8E 8E Bot 11 7.43 -13.34 275.50 36 -46.86 71.82 -1265.73 0.14 0.17 2 6E 6E Top 38 -38.05 31.38 -390.81 40 -11.84 10.90 -14.35 0.75 0.86 2 6E 6E Bot 11 8.69 -8.98 93.70 36 -50.91 46.60 -288.70 0.23 0.27 3 8E 8E Top 25 17.45 2.17 -115.90 37 -35.29 -12.89 552.60 0.18 0.18 3 8E 8E Bot 36 -46.85 -0.12 705.13 24 7.59 2.17 -50.25 0.73 0.73 4 6E 6E Top 37 -38.08 -31.41 -391.74 39 -11.85 -10.90 -14.42 0.86 0.75 4 6E 6E Bot 25 17.46 8.59 91.11 36 -50.90 -46.64 -288.70 0.30 0.25 5 8E 8E Top 36 -46.85 -71.85 -1265.32 9 7.44 13.35 275.74 0.66 0.55 5 8E 8E Bot 9 7.44 13.35 275.74 36 -46.85 -71.85 -1265.32 0.17 0.14 BOLT RUPTURE DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Axial (kip) Moment (ft-kip) Left Bolt Ratio Right Bolt Ratio 1 8E 8E Top A325 No 1.25 4.00 --2.25 2.21 4.75 3.75 2.25 36 -46.86 -1265.73 0.57 0.57 1 8E 8E Bot A325 No 1.25 4.00 --2.25 2.00 4.75 3.75 2.25 11 7.43 275.50 0.15 0.15 2 6E 6E Top A325 No 0.88 3.50 --1.38 1.75 3.50 2.63 1.50 38 -38.05 -390.81 0.72 0.72 2 6E 6E Bot A325 No 0.88 3.50 --1.38 1.43 3.50 2.63 1.50 11 8.69 93.70 0.23 0.23 3 8E 8E Top A325 No 0.88 3.50 --1.38 1.56 3.50 2.63 1.50 25 17.45 -115.90 0.19 0.19 3 8E 8E Bot A325 No 0.88 3.50 --1.38 1.58 3.50 2.63 1.50 36 -46.85 705.13 0.77 0.77 4 6E 6E Top A325 No 0.88 3.50 --1.38 1.63 3.50 2.63 1.50 37 -38.08 -391.74 0.73 0.72 4 6E 6E Bot A325 No 0.88 3.50 --1.38 1.61 3.50 2.63 1.50 25 17.46 91.11 0.25 0.25 5 8E 8E Top A325 No 1.25 4.00 --2.25 2.04 4.75 3.75 2.25 36 -46.85 -1265.32 0.57 0.57 5 8E 8E Bot A325 No 1.25 4.00 --2.25 2.06 4.75 3.75 2.25 9 7.44 275.74 0.15 0.15 COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 1 8E 8E Top A325 No 1.25 4.00 --2.25 2.21 4.75 3.75 2.25 25 -15.71 0.06 0.06 1 8E 8E Bot A325 No 1.25 4.00 --2.25 2.00 4.75 3.75 2.25 36 71.82 0.27 0.27 2 6E 6E Top A325 No 0.88 3.50 --1.38 1.75 3.50 2.63 1.50 40 10.90 0.11 0.11 U21X1224A Page A59 of A157 COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 2 6E 6E Bot A325 No 0.88 3.50 --1.38 1.43 3.50 2.63 1.50 36 46.60 0.48 0.48 3 8E 8E Top A325 No 0.88 3.50 --1.38 1.56 3.50 2.63 1.50 37 -12.89 0.10 0.10 3 8E 8E Bot A325 No 0.88 3.50 --1.38 1.58 3.50 2.63 1.50 24 2.17 0.02 0.02 4 6E 6E Top A325 No 0.88 3.50 --1.38 1.63 3.50 2.63 1.50 39 -10.90 0.11 0.11 4 6E 6E Bot A325 No 0.88 3.50 --1.38 1.61 3.50 2.63 1.50 36 -46.64 0.48 0.48 5 8E 8E Top A325 No 1.25 4.00 --2.25 2.04 4.75 3.75 2.25 9 13.35 0.05 0.05 5 8E 8E Bot A325 No 1.25 4.00 --2.25 2.06 4.75 3.75 2.25 36 -71.85 0.27 0.27 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 1 Top FWD5 WP13 36 0.96 25 0.13 FWD5 WP14 36 0.93 25 0.10 1 Bot FWD4 WP13 11 0.26 36 0.61 FWD4 WP14 11 0.26 36 0.46 2 Top FWD4 WP13 38 0.70 40 0.16 FWD4 WP13 38 0.83 40 0.16 2 Bot FWD4 WP13 11 0.22 36 0.68 FWD4 WP13 11 0.26 36 0.69 3 Top FWD4 WP13 25 0.25 37 0.14 FWD4 WP13 25 0.25 37 0.14 3 Bot FWD5 WP13 36 0.88 24 0.02 FWD5 WP13 36 0.88 24 0.02 4 Top FWD4 WP13 37 0.83 39 0.16 FWD4 WP13 37 0.70 39 0.16 4 Bot FWD4 WP13 25 0.29 36 0.69 FWD4 WP13 25 0.24 36 0.68 5 Top FWD5 WP14 36 0.93 9 0.09 FWD5 WP13 36 0.96 9 0.11 5 Bot FWD4 WP14 9 0.26 36 0.46 FWD4 WP13 9 0.26 36 0.61 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) Column ID Type Column Pattern Column Depth Base Plate Width Thickness Length Fy(ksi) Anchor Rods Qty Dia.Grade Pfi Pb Gage COL01 WF/BU Left 20 12 0.625 20.0000 55 4 1.25 Grade36 4 5 5 COL02 WF/BU Right 20 12 0.625 20.0000 55 4 1.25 Grade36 4 5 5 BASEPLATE DESIGN CHECKS Column ID Concrete Bearing (Compression) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio Base Plate Yielding (Tension) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio COL01 36 -85.50 -46.98 0.00 0.26 25 16.46 5.03 0.00 0.79 COL02 36 -85.33 46.62 0.00 0.25 9 14.42 -11.13 0.00 0.74 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Column ID Anchor Rod Tension Design Load Comb Axial (kip) Shear (kips) Bracing Shear(kip) Rod Ratio Anchor Rod Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Tension-Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Shear-Tension Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio COL01 25 16.46 5.03 0.00 0.15 36 -85.50 -46.98 0.00 0.73 25 16.46 5.03 0.00 0.15 36 -85.50 -46.98 0.00 0.73 COL02 9 14.42 -11.13 0.00 0.14 36 -85.33 46.62 0.00 0.73 9 14.42 -11.13 0.00 0.14 36 -85.33 46.62 0.00 0.73 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Column ID Left Flange Weld (Pipe Weld)Web Weld Right Flange Weld Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio COL01 FWS3 25 16.46 5.03 0.00 0.06 FWR3 36 -85.50 -46.98 0.00 0.89 FWS4 25 16.46 5.03 0.00 0.08 COL02 FWS4 9 14.42 -11.13 0.00 0.07 FWR3 36 -85.33 46.62 0.00 0.88 FWS3 9 14.42 -11.13 0.00 0.06 U21X1224A Page A60 of A157 LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL+1.00SR 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL+1.00RLR 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W6B 22 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F 23 1.00 1.00SW+1.00RDL+1.00COL+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W5B 29 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W6B 30 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W5F 31 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W6F 32 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W5B 33 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W6B 34 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W5F 35 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W6F 36 1.00 1.00SW+1.00RDL+1.00COL+1.00UOS 37 1.00 1.00SW+1.00RDL+1.00COL+1.00LRD 38 1.00 1.00SW+1.00RDL+1.00COL+1.00RRD 39 1.00 1.045SW+1.045RDL+1.045COL+0.70EQL 40 1.00 1.045SW+1.045RDL+1.045COL+0.70EQR 41 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+0.525EQL 42 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+0.525EQR 43 1.00 0.555SW+0.555RDL+0.521EQL 44 1.00 0.555SW+0.555RDL+0.521EQR *Indicates a Special Seismic Load Combination U21X1224A Page A61 of A157 NUCOR BUILDINGS GROUP Job # : U21X1224A Job Name : Kuhn Aviation Hangar Frame : Frameline 1 Date : 11/24/2021 Designer : BG\jacob.lambert File : F13.nfr App Version : (null) ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : RCG Frame width : 133.00 Ft. Bay width : 11.75 Ft. LEFT RIGHT Dim to ridge : 66.50 Ft. 66.50 Ft. Roof slope : 1.00/12 -1.00/12 Eave height : 35.00 Ft. 35.00 Ft. Girt offset : 8.00 In. 8.00 In. Typ. Girt spacing : 4.33 Ft. Purlin offset : 9.50 In. 9.50 In. Typ. Purlin spacing: 4.52 Ft. Col. spacing : 133.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace : Flange Brace : Location (ft): WP2 Girt Brace : Flange Brace : Location (ft): Other Braces: Column : Left Brace : Right Brace : Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year : IBC2015 Risk Category : II-Standard Buildings AISC Specification : 2010 ASD L O A D S (Psf) Roof Dead load : 3.50 Roof Coll load : 5.00 Roof Live load : 12.00 Roof Snow load : 30.80 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 40.00 Ce = 1.00 Ss = 0.282 S1 = 0.307 Seismic Design Category = D Site Class = D R = 3.50 Cd = 3.00 Sds = 0.296 Sd1 = 0.366 rho = 1.30 omega = 2.500 Is Building Irregular = False Roof Seismic Factor : 0.085 PSF Floor Seismic Factor : 0.085 PSF Wind speed : 115.00 Mph Exp. : C Wind pressure : 29.20 Psf Building is Enclosed Wind pressure coefficients Is End Bay? True C1 C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.300 0.000 -0.890 -0.350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 Tributary Widths Panel Trib. Width (ft) WP1 11.75 WP2 11.75 RP1 11.75 RP2 11.75 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Panel Loads ----------------------------------------- U21X1224A Page A62 of A157 Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.041 -0.041 0.000 66.500 RDL RP2 -0.041 -0.041 66.500 133.000 COL RP1 -0.059 -0.059 0.000 66.500 COL RP2 -0.059 -0.059 66.500 133.000 SL RP1 -0.362 -0.362 0.000 66.500 SR RP2 -0.362 -0.362 66.500 133.000 UOS RP1 -0.470 -0.470 0.000 66.500 UOS RP2 -0.470 -0.470 66.500 133.000 RLL RP1 -0.141 -0.141 0.000 66.500 RLR RP2 -0.141 -0.141 66.500 133.000 W1R RP1 -0.305 -0.305 0.000 66.500 W1R RP2 -0.120 -0.120 66.500 133.000 W1R WP1 0.271 0.271 0.000 35.000 W1R WP2 0.086 0.086 0.000 35.000 W1L RP1 -0.120 -0.120 0.000 66.500 W1L RP2 -0.305 -0.305 66.500 133.000 W1L WP1 -0.086 -0.086 0.000 35.000 W1L WP2 -0.271 -0.271 0.000 35.000 W2R RP1 -0.429 -0.429 0.000 66.500 W2R RP2 -0.244 -0.244 66.500 133.000 W2R WP1 0.148 0.148 0.000 35.000 W2R WP2 0.209 0.209 0.000 35.000 W2L RP1 -0.244 -0.244 0.000 66.500 W2L RP2 -0.429 -0.429 66.500 133.000 W2L WP1 -0.209 -0.209 0.000 35.000 W2L WP2 -0.148 -0.148 0.000 35.000 W5B RP1 -0.305 -0.305 0.000 66.500 W5B RP2 -0.120 -0.120 66.500 133.000 W5B WP1 -0.103 -0.103 0.000 35.000 W5B WP2 0.103 0.103 0.000 35.000 W5F RP1 -0.120 -0.120 0.000 66.500 W5F RP2 -0.305 -0.305 66.500 133.000 W5F WP1 -0.103 -0.103 0.000 35.000 W5F WP2 0.103 0.103 0.000 35.000 W6B RP1 -0.429 -0.429 0.000 66.500 W6B RP2 -0.244 -0.244 66.500 133.000 W6B WP1 -0.226 -0.226 0.000 35.000 W6B WP2 0.226 0.226 0.000 35.000 W6F RP1 -0.244 -0.244 0.000 66.500 W6F RP2 -0.429 -0.429 66.500 133.000 W6F WP1 -0.226 -0.226 0.000 35.000 W6F WP2 0.226 0.226 0.000 35.000 EQR RP1 0.045 0.045 0.000 66.500 EQR RP2 0.045 0.045 66.500 133.000 EQL RP1 -0.045 -0.045 0.000 66.500 EQL RP2 -0.045 -0.045 66.500 133.000 LRD RP1 -0.362 -0.362 0.000 66.500 LRD RP1 -0.204 -0.204 37.563 66.500 LRD RP2 -0.109 -0.109 66.500 133.000 RRD RP1 -0.109 -0.109 0.000 66.500 RRD RP2 -0.362 -0.362 66.500 133.000 RRD RP2 -0.204 -0.204 66.500 95.437 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Shear loads that are applied perpendicular to the web have been considered in the baseplate design only. The locations listed below for each longitudinal bracing load apply only to the column axial load (tension on base of column and compression when at top of column). Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description LRD RP1 -0.263 -0.263 31.654 66.500 P-2 Drift Correction LRD RP1 0.204 0.204 37.563 66.500 P-1 Drift Correction RRD RP2 0.204 0.204 66.500 95.437 P-3 Drift Correction RRD RP2 -0.263 -0.263 66.500 101.346 P-4 Drift Correction Load On Hor. Vert. Perp Shear Moment Loc Special Case Mem Kips Kips Kips K-Ft. Ft. Load # Description RDL COL01 0.000 -0.170 0.000 0.234 34.000 C-1 Lean To RDL COL01 0.010 -1.350 0.000 1.856 34.000 C-2 Lean To RDL COL02 0.000 -0.170 0.000 -0.234 34.000 C-19 Lean To RDL COL02 -0.010 -1.350 0.000 -1.856 34.000 C-20 Lean To RDL SPAN1 0.000 -1.151 0.000 0.000 8.000 C-37 Hangar RDL SPAN1 0.000 -1.180 0.000 0.000 17.000 C-38 Hangar RDL SPAN1 0.000 -1.208 0.000 0.000 26.000 C-39 Hangar RDL SPAN1 0.000 -1.237 0.000 0.000 35.000 C-40 Hangar RDL SPAN1 0.000 -1.266 0.000 0.000 44.000 C-41 Hangar RDL SPAN1 0.000 -1.294 0.000 0.000 53.000 C-42 Hangar RDL SPAN1 0.000 -1.323 0.000 0.000 62.000 C-43 Hangar RDL SPAN2 0.000 -1.323 0.000 0.000 71.000 C-44 Hangar RDL SPAN2 0.000 -1.296 0.000 0.000 80.000 C-45 Hangar RDL SPAN2 0.000 -1.269 0.000 0.000 89.000 C-46 Hangar RDL SPAN2 0.000 -1.242 0.000 0.000 98.000 C-47 Hangar RDL SPAN2 0.000 -1.215 0.000 0.000 107.000 C-48 Hangar RDL SPAN2 0.000 -1.188 0.000 0.000 116.000 C-49 Hangar RDL SPAN2 0.000 -1.161 0.000 0.000 125.000 C-50 Hangar COL COL01 0.000 -0.530 0.000 0.729 34.000 C-3 Lean To COL COL02 0.000 -0.530 0.000 -0.729 34.000 C-21 Lean To SL COL01 0.030 -2.970 0.000 4.084 34.000 C-4 Lean To SR COL02 -0.030 -2.970 0.000 -4.084 34.000 C-22 Lean To UOS COL01 0.040 -4.240 0.000 5.830 34.000 C-5 Lean To UOS COL02 -0.040 -4.240 0.000 -5.830 34.000 C-23 Lean To RLL COL01 0.010 -1.270 0.000 1.746 34.000 C-6 Lean To RLR COL02 -0.010 -1.270 0.000 -1.746 34.000 C-24 Lean To W1R COL01 4.140 3.090 0.000 -4.249 34.000 C-7 Lean To W1R COL02 1.680 0.940 0.000 1.293 34.000 C-26 Lean To W1L COL01 -1.680 0.940 0.000 -1.293 34.000 C-8 Lean To W1L COL02 -4.140 3.090 0.000 4.249 34.000 C-25 Lean To W2R COL01 1.800 4.010 0.000 -5.514 34.000 C-9 Lean To W2R COL02 4.010 1.860 0.000 2.558 34.000 C-28 Lean To W2L COL01 -4.010 1.860 0.000 -2.558 34.000 C-10 Lean To U21X1224A Page A63 of A157 W2L COL02 -1.800 4.010 0.000 5.514 34.000 C-27 Lean To W5B COL01 -2.290 2.560 0.000 -3.520 34.000 C-11 Lean To W5B COL02 1.970 0.920 0.000 1.265 34.000 C-30 Lean To W5B SPAN1 0.000 -0.919 0.000 0.000 8.000 C-51 Hangar W5B SPAN1 0.000 0.842 0.000 0.000 8.000 C-65 Hangar W5B SPAN1 0.000 -1.004 0.000 0.000 17.000 C-52 Hangar W5B SPAN1 0.000 0.920 0.000 0.000 17.000 C-66 Hangar W5B SPAN1 0.000 -1.090 0.000 0.000 26.000 C-53 Hangar W5B SPAN1 0.000 -1.175 0.000 0.000 35.000 C-54 Hangar W5B SPAN1 0.000 -1.260 0.000 0.000 44.000 C-55 Hangar W5B SPAN1 0.000 -1.346 0.000 0.000 53.000 C-56 Hangar W5B SPAN1 0.000 -1.431 0.000 0.000 62.000 C-57 Hangar W5B SPAN2 0.000 -1.431 0.000 0.000 71.000 C-58 Hangar W5B SPAN2 0.000 -1.346 0.000 0.000 80.000 C-59 Hangar W5B SPAN2 0.000 -1.260 0.000 0.000 89.000 C-60 Hangar W5B SPAN2 0.000 -1.175 0.000 0.000 98.000 C-61 Hangar W5B SPAN2 0.000 -1.090 0.000 0.000 107.000 C-62 Hangar W5B SPAN2 0.000 -1.004 0.000 0.000 116.000 C-63 Hangar W5B SPAN2 0.000 -0.919 0.000 0.000 125.000 C-64 Hangar W5F COL01 -1.970 0.920 0.000 -1.265 34.000 C-12 Lean To W5F COL02 2.290 2.560 0.000 3.520 34.000 C-29 Lean To W5F SPAN1 0.000 0.999 0.000 0.000 26.000 C-67 Hangar W5F SPAN1 0.000 1.077 0.000 0.000 35.000 C-68 Hangar W5F SPAN1 0.000 1.155 0.000 0.000 44.000 C-69 Hangar W5F SPAN1 0.000 1.234 0.000 0.000 53.000 C-70 Hangar W5F SPAN1 0.000 1.312 0.000 0.000 62.000 C-71 Hangar W5F SPAN2 0.000 1.312 0.000 0.000 71.000 C-72 Hangar W5F SPAN2 0.000 1.234 0.000 0.000 80.000 C-73 Hangar W5F SPAN2 0.000 1.155 0.000 0.000 89.000 C-74 Hangar W5F SPAN2 0.000 1.077 0.000 0.000 98.000 C-75 Hangar W5F SPAN2 0.000 0.999 0.000 0.000 107.000 C-76 Hangar W5F SPAN2 0.000 0.920 0.000 0.000 116.000 C-77 Hangar W5F SPAN2 0.000 0.842 0.000 0.000 125.000 C-78 Hangar W6B COL01 -4.620 3.470 0.000 -4.771 34.000 C-13 Lean To W6B COL02 4.300 1.830 0.000 2.516 34.000 C-32 Lean To W6B SPAN1 0.000 -0.919 0.000 0.000 8.000 C-79 Hangar W6B SPAN1 0.000 -1.004 0.000 0.000 17.000 C-80 Hangar W6B SPAN1 0.000 -1.090 0.000 0.000 26.000 C-81 Hangar W6B SPAN1 0.000 -1.175 0.000 0.000 35.000 C-82 Hangar W6B SPAN1 0.000 -1.260 0.000 0.000 44.000 C-83 Hangar W6B SPAN1 0.000 -1.346 0.000 0.000 53.000 C-84 Hangar W6B SPAN1 0.000 -1.431 0.000 0.000 62.000 C-85 Hangar W6B SPAN2 0.000 -1.431 0.000 0.000 71.000 C-86 Hangar W6B SPAN2 0.000 -1.346 0.000 0.000 80.000 C-87 Hangar W6B SPAN2 0.000 -1.260 0.000 0.000 89.000 C-88 Hangar W6B SPAN2 0.000 -1.175 0.000 0.000 98.000 C-89 Hangar W6B SPAN2 0.000 -1.090 0.000 0.000 107.000 C-90 Hangar W6B SPAN2 0.000 -1.004 0.000 0.000 116.000 C-91 Hangar W6B SPAN2 0.000 -0.919 0.000 0.000 125.000 C-92 Hangar W6F COL01 -4.300 1.830 0.000 -2.516 34.000 C-14 Lean To W6F COL02 4.620 3.470 0.000 4.771 34.000 C-31 Lean To W6F SPAN1 0.000 0.842 0.000 0.000 8.000 C-93 Hangar W6F SPAN1 0.000 0.920 0.000 0.000 17.000 C-94 Hangar W6F SPAN1 0.000 0.999 0.000 0.000 26.000 C-95 Hangar W6F SPAN1 0.000 1.077 0.000 0.000 35.000 C-96 Hangar W6F SPAN1 0.000 1.155 0.000 0.000 44.000 C-97 Hangar W6F SPAN1 0.000 1.234 0.000 0.000 53.000 C-98 Hangar W6F SPAN1 0.000 1.312 0.000 0.000 62.000 C-99 Hangar W6F SPAN2 0.000 1.312 0.000 0.000 71.000 C-100 Hangar W6F SPAN2 0.000 1.234 0.000 0.000 80.000 C-101 Hangar W6F SPAN2 0.000 1.155 0.000 0.000 89.000 C-102 Hangar W6F SPAN2 0.000 1.077 0.000 0.000 98.000 C-103 Hangar W6F SPAN2 0.000 0.999 0.000 0.000 107.000 C-104 Hangar W6F SPAN2 0.000 0.920 0.000 0.000 116.000 C-105 Hangar W6F SPAN2 0.000 0.842 0.000 0.000 125.000 C-106 Hangar EQR COL01 0.620 0.030 0.000 -0.041 34.000 C-15 Lean To EQR COL02 0.620 -0.030 0.000 -0.041 34.000 C-34 Lean To EQL COL01 -0.620 -0.030 0.000 0.041 34.000 C-16 Lean To EQL COL02 -0.620 0.030 0.000 0.041 34.000 C-33 Lean To LRD COL01 0.030 -2.970 0.000 4.084 34.000 C-17 Lean To LRD COL02 -0.009 -0.891 0.000 -1.225 34.000 C-35 Lean To RRD COL01 0.009 -0.891 0.000 1.225 34.000 C-18 Lean To RRD COL02 -0.030 -2.970 0.000 -4.084 34.000 C-36 Lean To ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+SR+NLL 4) 1.00 SW+RDL+COL+SL+SR+NLR 5) 1.00 SW+RDL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+NLR 7) 1.00 SW+RDL+COL+0.60W1L 8) 1.00 SW+RDL+COL+0.60W2L 9) 1.00 SW+RDL+COL+0.60W1R 10) 1.00 SW+RDL+COL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 23) 1.00 SW+RDL+COL+0.60W5B 24) 1.00 SW+RDL+COL+0.60W6B 25) 1.00 SW+RDL+COL+0.60W5F 26) 1.00 SW+RDL+COL+0.60W6F 27) 1.00 0.60SW+0.60RDL+0.60W5B 28) 1.00 0.60SW+0.60RDL+0.60W6B 29) 1.00 0.60SW+0.60RDL+0.60W5F 30) 1.00 0.60SW+0.60RDL+0.60W6F U21X1224A Page A64 of A157 31) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 32) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6B 33) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 34) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6F 35) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 36) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6B 37) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 38) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F 39) 1.00 SW+RDL+COL+UOS+NLL 40) 1.00 SW+RDL+COL+UOS+NLR 41) 1.00 SW+RDL+COL+LRD+NLL 42) 1.00 SW+RDL+COL+LRD+NLR 43) 1.00 SW+RDL+COL+RRD+NLL 44) 1.00 SW+RDL+COL+RRD+NLR 45) 1.00 1.04SW+1.04RDL+1.04COL+0.91EQL 46) 1.00 1.04SW+1.04RDL+1.04COL+0.91EQR 47) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.68EQL 48) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.68EQR 49) 1.00 0.56SW+0.56RDL+0.79EQL 50) 1.00 0.56SW+0.56RDL+0.79EQR U21X1224A Page A65 of A157 Job : U21X1224A Kuhn Aviation Hangar NUCOR BUILDINGS GROUP Date: 03-22-22 Page: 1 Frame: Frameline 1 By : BG\jacob.lambert File: F13 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.63 W313 39 1 -35.4 0.08 -914.6 1.06 0.97 1.01 39 1 44.34 0.78 0.74 0.83 Chkpt 1 8 Depth 43.12 34.12 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.5000 55.00 | Web | 0.3125 55.00 | B/R Flg | 10.0 0.6250 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.50 F8.31 W220 43 9 -26.8 0.13 -242.6 0.55 0.88 0.94 39 10a 31.28 0.95 0.77 0.60 2 F8.50 F8.31 W220 40 24 -30.7 0.13 501.2 0.85 0.94 0.91 43 20a 14.05 0.67 0.28 0.21 Chkpt 9 18 19 27 Depth 33.81 40.31 46.81 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | Web | 0.2200 55.00 | 0.2200 55.00 | B/R Flg | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.50 F8.31 W220 39 31 -30.7 0.13 501.1 0.85 0.94 0.91 42 35b -14.05 0.68 0.28 0.21 2 F8.50 F8.31 W220 42 46 -26.7 0.13 -243.0 0.55 0.88 0.95 40 45b -31.30 0.95 0.77 0.60 Chkpt 28 36 37 46 Depth 46.81 40.31 33.81 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | Web | 0.2200 55.00 | 0.2200 55.00 | B/R Flg | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.63 W313 40 54 -35.4 0.08 -914.7 1.06 0.97 1.01 40 54 -44.38 0.78 0.74 0.83 Chkpt 47 54 Depth 34.12 43.12 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.5000 55.00 | Web | 0.3125 55.00 | B/R Flg | 10.0 0.6250 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F121.0 F121.0 W250 39 58 -60.1 0.21 -430.1 0.39 0.53 0.68 39 58 -28.28 0.69 1.41 1.41 2 F121.0 F121.3 W313 39 64 -57.0 0.18 -913.2 0.76 0.93 1.02 39 64 -30.44 0.38 0.87 0.92 Chkpt 55 58 59 64 Depth 20.00 31.88 32.00 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 12.0 1.0000 55.00 | 12.0 1.0000 55.00 | Web | 0.2500 55.00 | 0.3125 55.00 | B/R Flg | 12.0 1.0000 55.00 | 12.0 1.2500 50.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ U21X1224A Page A66 of A157 1 F121.0 F121.0 W250 40 68 -60.1 0.21 430.3 0.53 0.39 0.69 40 68 28.29 0.69 1.41 1.41 2 F121.3 F121.0 W313 40 74 -57.1 0.18 913.4 0.93 0.76 1.02 40 74 30.44 0.38 0.92 0.87 U21X1224A Page A67 of A157 Job : U21X1224A Kuhn Aviation Hangar NUCOR BUILDINGS GROUP Date: 03-22-22 Page: 2 Frame: Frameline 1 By : BG\jacob.lambert File: F13 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Chkpt 65 68 69 74 Depth 20.00 31.88 32.00 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 12.0 1.0000 55.00 | 12.0 1.2500 50.00 | Web | 0.2500 55.00 | 0.3125 55.00 | B/R Flg | 12.0 1.0000 55.00 | 12.0 1.0000 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 14577 Deflections (in): 10 yr Wind dx = -0.92 = H/ 400 WIND CASE 2 TO LEFT Seismic dx = 1.52 = H/ 244 SEISMIC TO RIGHT Story Drift = 4.55 = 0.012H SEISMIC TO RIGHT Stability Coefficient = 0.01 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.68EQR Stability Ratio = 0.06 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+0.68EQR Fundamental Period = 1.1089 Single Story Period Maximum dx = 1.73 = H/ 214 SW+RDL+COL+LRD Maximum dy = -7.92 = L/ 195 @ MOD 1, SW+RDL+COL+UOS Max. Live dy = -4.86 = L/ 318 @ MOD 1, LIVE ON LEFT AND RIGHT U21X1224A Page A68 of A157 NUCOR BUILDINGS GROUP Job # : U21X1224A Job Name : Kuhn Aviation Hangar Frame : Frameline 1 Date : 11/24/2021 Designer : BG\jacob.lambert File : F13.nfr App Version : (null) ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 1.00:12 W500 0.93 FWS3 FWD5 0.83 0.00 0.88 FWS5 0.26 0.99 0 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 12.0 0.5000 55.0 | 29.85 | Stiffener | | Web | 0.5000 55.0 | 39.67 29.75 | | | Bot Plate | 6.0 0.5000 55.0 | 29.75 | | | ------------------------------------------------------------------------------------------------------------------------------------- Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- -1.00:12 W500 0.93 FWS3 FWD5 0.83 0.00 0.88 FWS5 0.26 0.99 0 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 12.0 0.5000 55.0 | 29.85 | Stiffener | | Web | 0.5000 55.0 | 39.67 29.75 | | | Bot Plate | 6.0 0.5000 55.0 | 29.75 | | | ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases --- ---- ----- 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL+1.00SR 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL+1.00RLR 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W6B 22 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F 23 1.00 1.00SW+1.00RDL+1.00COL+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W5B 29 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W6B 30 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W5F 31 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W6F 32 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W5B 33 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W6B 34 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W5F 35 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W6F 36 1.00 1.00SW+1.00RDL+1.00COL+1.00UOS 37 1.00 1.00SW+1.00RDL+1.00COL+1.00LRD 38 1.00 1.00SW+1.00RDL+1.00COL+1.00RRD 39 1.00 1.041SW+1.041RDL+1.041COL+0.91EQL 40 1.00 1.041SW+1.041RDL+1.041COL+0.91EQR 41 1.00 1.031SW+1.031RDL+1.031COL+0.15SL+0.15SR+0.683EQL 42 1.00 1.031SW+1.031RDL+1.031COL+0.15SL+0.15SR+0.683EQR 43 1.00 0.558SW+0.558RDL+0.786EQL 44 1.00 0.558SW+0.558RDL+0.786EQR 45 1.20 Special Seismic 46 1.20 Special Seismic 47 1.20 Special Seismic 48 1.20 Special Seismic 49 1.20 Special Seismic 50 1.20 Special Seismic 51 1.20 Special Seismic 52 1.20 Special Seismic U21X1224A Page A69 of A157 NUCOR BUILDINGS GROUP Job #:U21X1224A Job Name :Kuhn Aviation Hangar Frame :Frameline 1 File :F13.nfr Designer :BG\jacob.lambert App Version :1.5.139.0 Date :11/24/2021 BOLTED END-PLATES (BEP) SUMMARY Bolt Pre Tension M ethod : TurnOfNut PLATE SIZE: (in) Splice ID Left Type Right Type Members Joined Loc Web Depth Left Plate Width Thick Length Fy(ksi) Right Plate Width Thick Length Fy(ksi) 1 8E 8E COL01 To RAF01 Top 42.00 12.00 1.25 51.52 50.0 10.00 1.00 51.52 50.0 1 8E 8E COL01 To RAF01 Bot 42.00 12.00 1.25 51.52 50.0 10.00 1.00 51.52 50.0 2 6E 6E RAF01 To RAF02 Top 33.00 10.00 0.63 39.50 55.0 8.00 0.50 39.50 55.0 2 6E 6E RAF01 To RAF02 Bot 33.00 10.00 0.63 39.50 55.0 8.00 0.50 39.50 55.0 3 8E 8E RAF02 To RAF03 Top 46.00 8.00 0.63 52.41 55.0 8.00 0.63 52.41 55.0 3 8E 8E RAF02 To RAF03 Bot 46.00 8.00 0.63 52.41 55.0 8.00 0.63 52.41 55.0 4 6E 6E RAF03 To RAF04 Top 33.00 8.00 0.50 39.50 55.0 10.00 0.63 39.50 55.0 4 6E 6E RAF03 To RAF04 Bot 33.00 8.00 0.50 39.50 55.0 10.00 0.63 39.50 55.0 5 8E 8E RAF04 To COL02 Top 42.00 10.00 1.00 51.52 50.0 12.00 1.25 51.52 50.0 5 8E 8E RAF04 To COL02 Bot 42.00 10.00 1.00 51.52 50.0 12.00 1.25 51.52 50.0 PLATE DESIGN Splice ID Left Type Right Type Tension Location Max Moment Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Max Shear Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Left Plate Ratio Right Plate Ratio 1 8E 8E Top 36 -30.37 47.92 -914.58 11 2.98 -6.92 174.36 0.39 0.67 1 8E 8E Bot 11 2.98 -6.92 174.36 36 -30.37 47.92 -914.58 0.08 0.14 2 6E 6E Top 38 -26.90 23.33 -242.59 42 -13.91 13.28 -13.57 0.46 0.85 2 6E 6E Bot 27 11.08 -4.76 58.27 36 -33.07 31.16 -166.80 0.16 0.31 3 8E 8E Top 27 11.18 -2.00 -73.95 38 -24.86 7.58 423.35 0.16 0.16 3 8E 8E Bot 36 -30.37 0.07 500.46 26 5.17 -2.10 -34.48 0.76 0.76 4 6E 6E Top 37 -26.89 -23.35 -242.99 41 -13.93 -13.28 -13.87 0.85 0.46 4 6E 6E Bot 9 3.77 4.75 62.26 36 -33.07 -31.18 -166.79 0.29 0.15 5 8E 8E Top 36 -30.37 -47.96 -914.75 27 9.85 9.46 125.89 0.67 0.39 5 8E 8E Bot 9 2.98 6.91 173.91 36 -30.37 -47.96 -914.75 0.14 0.08 BOLT RUPTURE DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Axial (kip) Moment (ft-kip) Left Bolt Ratio Right Bolt Ratio 1 8E 8E Top A325 Yes 1.25 4.00 --1.94 2.04 4.38 3.75 2.25 36 -30.37 -914.58 0.60 0.60 1 8E 8E Bot A325 Yes 1.25 4.00 --1.94 1.94 4.38 3.75 2.25 11 2.98 174.36 0.13 0.13 2 6E 6E Top A325 Yes 0.75 3.50 --1.25 1.50 3.25 2.25 1.25 38 -26.90 -242.59 0.64 0.64 2 6E 6E Bot A325 Yes 0.75 3.50 --1.25 1.35 3.25 2.25 1.25 27 11.08 58.27 0.23 0.23 3 8E 8E Top A325 Yes 0.75 3.50 --1.25 1.43 3.13 2.25 1.25 27 11.18 -73.95 0.16 0.16 3 8E 8E Bot A325 Yes 0.75 3.50 --1.25 1.53 3.13 2.25 1.25 36 -30.37 500.46 0.75 0.75 4 6E 6E Top A325 Yes 0.75 3.50 --1.25 1.50 3.25 2.25 1.25 37 -26.89 -242.99 0.64 0.64 4 6E 6E Bot A325 Yes 0.75 3.50 --1.25 1.68 3.25 2.25 1.25 9 3.77 62.26 0.21 0.21 5 8E 8E Top A325 Yes 1.25 4.00 --1.94 1.85 4.38 3.75 2.25 36 -30.37 -914.75 0.60 0.60 5 8E 8E Bot A325 Yes 1.25 4.00 --1.94 1.93 4.38 3.75 2.25 9 2.98 173.91 0.13 0.13 COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 1 8E 8E Top A325 Yes 1.25 4.00 --1.94 2.04 4.38 3.75 2.25 11 -6.92 0.03 0.03 1 8E 8E Bot A325 Yes 1.25 4.00 --1.94 1.94 4.38 3.75 2.25 36 47.92 0.18 0.18 2 6E 6E Top A325 Yes 0.75 3.50 --1.25 1.50 3.25 2.25 1.25 42 13.28 0.19 0.19 U21X1224A Page A70 of A157 COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 2 6E 6E Bot A325 Yes 0.75 3.50 --1.25 1.35 3.25 2.25 1.25 36 31.16 0.44 0.44 3 8E 8E Top A325 Yes 0.75 3.50 --1.25 1.43 3.13 2.25 1.25 38 7.58 0.08 0.08 3 8E 8E Bot A325 Yes 0.75 3.50 --1.25 1.53 3.13 2.25 1.25 26 -2.10 0.02 0.02 4 6E 6E Top A325 Yes 0.75 3.50 --1.25 1.50 3.25 2.25 1.25 41 -13.28 0.19 0.19 4 6E 6E Bot A325 Yes 0.75 3.50 --1.25 1.68 3.25 2.25 1.25 36 -31.18 0.44 0.44 5 8E 8E Top A325 Yes 1.25 4.00 --1.94 1.85 4.38 3.75 2.25 27 9.46 0.04 0.04 5 8E 8E Bot A325 Yes 1.25 4.00 --1.94 1.93 4.38 3.75 2.25 36 -47.96 0.18 0.18 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 1 Top FWD6 WP13 36 0.85 11 0.07 FWD6 WP13 36 0.95 11 0.07 1 Bot FWD4 WP13 11 0.23 36 0.51 FWD4 WP13 11 0.26 36 0.51 2 Top FWD4 WP13 38 0.46 42 0.21 FWD4 WP13 38 0.58 42 0.21 2 Bot FWD4 WP13 27 0.17 36 0.49 FWD4 WP13 27 0.22 36 0.49 3 Top FWD4 WP13 27 0.17 38 0.09 FWD4 WP13 27 0.17 38 0.09 3 Bot FWD4 WP13 36 0.82 26 0.02 FWD4 WP13 36 0.82 26 0.02 4 Top FWD4 WP13 37 0.58 41 0.21 FWD4 WP13 37 0.46 41 0.21 4 Bot FWD4 WP13 9 0.20 36 0.49 FWD4 WP13 9 0.15 36 0.49 5 Top FWD6 WP13 36 0.95 27 0.10 FWD6 WP13 36 0.85 27 0.10 5 Bot FWD4 WP13 9 0.25 36 0.51 FWD4 WP13 9 0.23 36 0.51 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) Column ID Type Column Pattern Column Depth Base Plate Width Thickness Length Fy(ksi) Anchor Rods Qty Dia.Grade Pfi Pb Gage COL01 WF/BU Left 20 12 0.625 20.0000 55 4 1.25 Grade36 4 5 5 COL02 WF/BU Right 20 12 0.625 20.0000 55 4 1.25 Grade36 4 5 5 BASEPLATE DESIGN CHECKS Column ID Concrete Bearing (Compression) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio Base Plate Yielding (Tension) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio COL01 36 -60.39 -30.21 0.00 0.18 11 7.16 5.55 0.00 0.52 COL02 36 -60.43 30.22 0.00 0.18 27 9.39 -4.55 0.00 0.60 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Column ID Anchor Rod Tension Design Load Comb Axial (kip) Shear (kips) Bracing Shear(kip) Rod Ratio Anchor Rod Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Tension-Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Shear-Tension Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio COL01 11 7.16 5.55 0.00 0.07 36 -60.39 -30.21 0.00 0.47 11 7.16 5.55 0.00 0.07 36 -60.39 -30.21 0.00 0.47 COL02 27 9.39 -4.55 0.00 0.09 36 -60.43 30.22 0.00 0.47 27 9.39 -4.55 0.00 0.09 36 -60.43 30.22 0.00 0.47 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Column ID Left Flange Weld (Pipe Weld)Web Weld Right Flange Weld Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio COL01 FWS5 11 7.16 5.55 0.00 0.02 FWR3 36 -60.39 -30.21 0.00 0.60 FWS5 11 7.16 5.55 0.00 0.02 COL02 FWS5 27 9.39 -4.55 0.00 0.03 FWR3 36 -60.43 30.22 0.00 0.60 FWS5 27 9.39 -4.55 0.00 0.03 U21X1224A Page A71 of A157 LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL+1.00SR 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL+1.00RLR 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W6B 22 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F 23 1.00 1.00SW+1.00RDL+1.00COL+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W5B 29 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W6B 30 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W5F 31 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+0.45W6F 32 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W5B 33 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W6B 34 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W5F 35 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+0.45W6F 36 1.00 1.00SW+1.00RDL+1.00COL+1.00UOS 37 1.00 1.00SW+1.00RDL+1.00COL+1.00LRD 38 1.00 1.00SW+1.00RDL+1.00COL+1.00RRD 39 1.00 1.041SW+1.041RDL+1.041COL+0.91EQL 40 1.00 1.041SW+1.041RDL+1.041COL+0.91EQR 41 1.00 1.031SW+1.031RDL+1.031COL+0.15SL+0.15SR+0.683EQL 42 1.00 1.031SW+1.031RDL+1.031COL+0.15SL+0.15SR+0.683EQR 43 1.00 0.558SW+0.558RDL+0.786EQL 44 1.00 0.558SW+0.558RDL+0.786EQR 45*1.20 1.041SW+1.041RDL+1.041COL+1.75EQL 46*1.20 1.031SW+1.031RDL+1.031COL+0.75RLL+0.75RLR+1.313EQL 47*1.20 1.031SW+1.031RDL+1.031COL+0.15SL+0.15SR+1.313EQL 48*1.20 0.559SW+0.559RDL+0.559COL+1.512EQL 49*1.20 1.041SW+1.041RDL+1.041COL+1.75EQR 50*1.20 1.031SW+1.031RDL+1.031COL+0.75RLL+0.75RLR+1.313EQR *Indicates a Special Seismic Load Combination U21X1224A Page A72 of A157 LOAD COMBINATIONS: No ASR Combination 51*1.20 1.031SW+1.031RDL+1.031COL+0.15SL+0.15SR+1.313EQR 52*1.20 0.559SW+0.559RDL+0.559COL+1.512EQR *Indicates a Special Seismic Load Combination U21X1224A Page A73 of A157 NUCOR BUILDINGS GROUP Job # : U21X1224A Job Name : Kuhn Aviation Hangar Frame : Frameline 8 Date : 11/24/2021 Designer : BG\jacob.lambert File : E11.nfr App Version : 1.5.139.0 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : EMG Frame width : 133.00 Ft. Bay width : 11.67 Ft. LEFT RIGHT Dim to ridge : 66.50 Ft. 66.50 Ft. Roof slope : 1.00/12 -1.00/12 Eave height : 35.00 Ft. 35.00 Ft. Girt offset : 8.00 In. 8.00 In. Typ. Girt spacing : 4.33 Ft. Purlin offset : 9.50 In. 9.50 In. Typ. Purlin spacing: 4.52 Ft. Col. spacing : 26.5000,3@26.6667,26.5000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Bottom V H COL05 - Bottom V H COL06 - Top H Bottom V H Column Bracing: WP1 Girt Brace : Y Y Y Y Y Y Y Y N Flange Brace : 0 0 2 0 2 2 0 2 0 Location (ft): 4.0 7.5 11.8 16.2 20.0 24.0 28.2 32.1 34.3 WP2 Girt Brace : Y Y Y Y Y Y Y Y N Flange Brace : 0 0 2 0 2 2 0 2 0 Location (ft): 4.0 7.5 11.8 16.2 20.0 24.0 28.2 32.1 36.3 WP3 Girt Brace : Y Y Y Y Y Y Y Y Y N Flange Brace : 0 0 2 0 2 2 0 2 0 0 Location (ft): 4.0 7.5 11.8 16.2 20.0 24.0 28.2 32.1 36.0 38.4 WP4 Girt Brace : Y Y Y Y Y Y Y Y Y N Flange Brace : 0 0 2 0 2 2 0 2 0 0 Location (ft): 4.0 7.5 11.8 16.2 20.0 24.0 28.2 32.1 36.0 38.4 WP5 Girt Brace : Y Y Y Y Y Y Y Y N Flange Brace : 0 0 2 0 2 2 0 2 0 Location (ft): 4.0 7.5 11.8 16.2 20.0 24.0 28.2 32.1 36.3 WP6 Girt Brace : Y Y Y Y Y Y Y Y N Flange Brace : 0 0 2 0 2 2 0 2 0 Location (ft): 4.0 7.5 11.8 16.2 20.0 24.0 28.2 32.1 34.3 Other Braces: Column : Left Brace : Right Brace : Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year : IBC2015 Risk Category : II-Standard Buildings AISC Specification : 2010 ASD L O A D S (Psf) Roof Dead load : 3.50 Roof Coll load : 5.00 Roof Live load : 12.00 Roof Snow load : 38.50 Floor dead load : 40.00 Floor live load : 0.00 Ground Snow load: 50.00 Ce = 1.00 Ss = 0.307 S1 = 0.080 Seismic Design Category = B Site Class = D R = 3.00 Cd = 3.00 Sds = 0.318 Sd1 = 0.128 rho = 1.00 omega = 2.500 Is Building Irregular = False Roof Seismic Factor : 0.106 PSF Floor Seismic Factor : 0.106 PSF Wind speed : 115.00 Mph Exp. : C Wind pressure : 29.20 Psf Building is Enclosed Wind pressure coefficients Is End Bay? True C1 C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.300 0.000 -0.890 -0.350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 U21X1224A Page A74 of A157 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COL01 23.72 -26.42 COL02 23.65 -26.28 COL03 23.65 -26.28 COL04 23.65 -26.28 COL05 23.65 -26.28 COL06 23.72 -26.42 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 16.00 Suction 10.00 -34.46 Pressure 100.00 16.00 Suction 100.00 -31.54 Edge Zone Pressure 10.00 16.00 Suction 10.00 -57.81 Pressure 100.00 16.00 Suction 100.00 -37.38 Tributary Widths Panel Trib. Width (ft) WP1 13.75 WP2 26.08 WP3 26.67 WP4 26.67 WP5 26.08 WP6 13.75 RP1 11.67 RP2 11.67 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Panel Loads ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.041 -0.041 0.000 66.500 RDL RP2 -0.041 -0.041 66.500 133.000 COL RP1 -0.058 -0.058 0.000 66.500 COL RP2 -0.058 -0.058 66.500 133.000 SL RP1 -0.449 -0.449 0.000 66.500 SR RP2 -0.449 -0.449 66.500 133.000 UOS RP1 -0.467 -0.467 0.000 66.500 UOS RP2 -0.467 -0.467 66.500 133.000 RLL RP1 -0.140 -0.140 0.000 66.500 RLR RP2 -0.140 -0.140 66.500 133.000 W1R RP1 -0.303 -0.303 0.000 66.500 W1R RP2 -0.119 -0.119 66.500 133.000 W1L RP1 -0.119 -0.119 0.000 66.500 W1L RP2 -0.303 -0.303 66.500 133.000 W2R RP1 -0.426 -0.426 0.000 66.500 W2R RP2 -0.242 -0.242 66.500 133.000 W2L RP1 -0.242 -0.242 0.000 66.500 W2L RP2 -0.426 -0.426 66.500 133.000 W5B RP1 -0.436 -0.436 0.000 66.500 W5B RP2 -0.436 -0.436 66.500 133.000 W5B WP1 0.326 0.326 0.000 35.083 W5B WP2 0.617 0.617 0.000 37.208 W5B WP3 0.631 0.631 0.000 39.431 W5B WP4 0.631 0.631 0.000 39.431 W5B WP5 0.617 0.617 0.000 37.208 W5B WP6 0.326 0.326 0.000 35.083 W5F RP1 -0.436 -0.436 0.000 66.500 W5F RP2 -0.436 -0.436 66.500 133.000 W5F WP1 -0.363 -0.363 0.000 35.083 W5F WP2 -0.685 -0.685 0.000 37.208 W5F WP3 -0.701 -0.701 0.000 39.431 W5F WP4 -0.701 -0.701 0.000 39.431 W5F WP5 -0.685 -0.685 0.000 37.208 W5F WP6 -0.363 -0.363 0.000 35.083 EQR RP1 0.036 0.036 0.000 66.500 EQR RP2 0.036 0.036 66.500 133.000 EQL RP1 -0.036 -0.036 0.000 66.500 EQL RP2 -0.036 -0.036 66.500 133.000 RL1 RP1 -0.140 -0.140 0.000 26.500 RL2 RP1 -0.140 -0.140 26.500 53.167 RL3 RP1 -0.140 -0.140 53.167 66.500 RL3 RP2 -0.140 -0.140 66.500 79.833 RL4 RP2 -0.140 -0.140 79.833 106.500 RL5 RP2 -0.140 -0.140 106.500 133.000 LRD RP1 -0.449 -0.449 0.000 66.500 LRD RP1 -0.231 -0.231 35.567 66.500 LRD RP2 -0.135 -0.135 66.500 133.000 RRD RP1 -0.135 -0.135 0.000 66.500 RRD RP2 -0.449 -0.449 66.500 133.000 RRD RP2 -0.231 -0.231 66.500 97.433 Concentrated Loads ----------------------------------------- Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. U21X1224A Page A75 of A157 W1R SPAN1 4.948 0.000 0.000 1.667 W1R SPAN6 1.566 0.000 0.000 131.333 W1L SPAN1 -1.566 0.000 0.000 1.667 W1L SPAN6 -4.948 0.000 0.000 131.333 W2R SPAN1 2.693 0.000 0.000 1.667 W2R SPAN6 3.821 0.000 0.000 131.333 W2L SPAN1 -3.821 0.000 0.000 1.667 W2L SPAN6 -2.693 0.000 0.000 131.333 Endwall Bracing Loads ----------------------------------------- Shear loads that are applied perpendicular to the web have been considered in the baseplate design only. Load On Hor. Vert. Perp Shear Moment Loc Case Mem Kips Kips Kips K-Ft. Ft. W1R COL03 0.000 7.753 5.506 0.000 0.500 W1R COL04 0.000 -7.753 0.000 0.000 37.633 W1R SPAN4 -5.506 0.000 0.000 0.000 79.833 W1L COL03 0.000 -7.752 0.000 0.000 37.633 W1L COL04 0.000 7.752 -5.506 0.000 0.500 W1L SPAN2 5.506 0.000 0.000 0.000 53.167 W2R COL03 0.000 7.754 5.506 0.000 0.500 W2R COL04 0.000 -7.754 0.000 0.000 37.633 W2R SPAN4 -5.506 0.000 0.000 0.000 79.833 W2L COL03 0.000 -7.752 0.000 0.000 37.633 W2L COL04 0.000 7.752 -5.505 0.000 0.500 W2L SPAN2 5.505 0.000 0.000 0.000 53.167 EQR COL03 0.000 6.758 4.800 0.000 0.500 EQR COL04 0.000 -6.758 0.000 0.000 37.633 EQR SPAN4 -4.800 0.000 0.000 0.000 79.833 EQL COL03 0.000 -6.758 0.000 0.000 37.633 EQL COL04 0.000 6.758 -4.800 0.000 0.500 EQL SPAN2 4.800 0.000 0.000 0.000 53.167 ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+FDL+NLL 2) 1.00 SW+RDL+COL+FDL+NLR 3) 1.00 SW+RDL+COL+SL+SR+FDL+NLL 4) 1.00 SW+RDL+COL+SL+SR+FDL+NLR 5) 1.00 SW+RDL+COL+RLL+RLR+FDL+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+FDL+NLR 7) 1.00 SW+RDL+COL+FDL+0.60W1L 8) 1.00 SW+RDL+COL+FDL+0.60W2L 9) 1.00 SW+RDL+COL+FDL+0.60W1R 10) 1.00 SW+RDL+COL+FDL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.45W1L+NLL 16) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.45W1L+NLR 17) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.45W2L+NLL 18) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.45W2L+NLR 19) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.45W1R+NLL 20) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.45W1R+NLR 21) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.45W2R+NLL 22) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.45W2R+NLR 23) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.45W1L+NLL 24) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.45W1L+NLR 25) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.45W2L+NLL 26) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.45W2L+NLR 27) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.45W1R+NLL 28) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.45W1R+NLR 29) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.45W2R+NLL 30) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.45W2R+NLR 31) 1.00 SW+RDL+COL+FDL+0.60W5B 32) 1.00 SW+RDL+COL+FDL+0.60W5F 33) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W5B 34) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W5F 35) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.45W5B 36) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.45W5F 37) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.45W5B 38) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.45W5F 39) 1.00 SW+RDL+COL+UOS+FDL+NLL 40) 1.00 SW+RDL+COL+UOS+FDL+NLR 41) 1.00 SW+RDL+COL+FDL+RL1+RL3+RL5+NLL 42) 1.00 SW+RDL+COL+FDL+RL1+RL3+RL5+NLR 43) 1.00 SW+RDL+COL+FDL+RL2+RL4+NLL 44) 1.00 SW+RDL+COL+FDL+RL2+RL4+NLR 45) 1.00 SW+RDL+COL+FDL+RL1+RL2+NLL 46) 1.00 SW+RDL+COL+FDL+RL1+RL2+NLR 47) 1.00 SW+RDL+COL+FDL+RL2+RL3+NLL 48) 1.00 SW+RDL+COL+FDL+RL2+RL3+NLR 49) 1.00 SW+RDL+COL+FDL+RL3+RL4+NLL 50) 1.00 SW+RDL+COL+FDL+RL3+RL4+NLR 51) 1.00 SW+RDL+COL+FDL+RL4+RL5+NLL 52) 1.00 SW+RDL+COL+FDL+RL4+RL5+NLR 53) 1.00 SW+RDL+COL+FDL+LRD+NLL 54) 1.00 SW+RDL+COL+FDL+LRD+NLR 55) 1.00 SW+RDL+COL+FDL+RRD+NLL 56) 1.00 SW+RDL+COL+FDL+RRD+NLR 57) 1.00 1.04SW+1.04RDL+1.04COL+1.04FDL+0.70EQL+NLL 58) 1.00 1.04SW+1.04RDL+1.04COL+1.04FDL+0.70EQL+NLR 59) 1.00 1.04SW+1.04RDL+1.04COL+1.04FDL+0.70EQR+NLL 60) 1.00 1.04SW+1.04RDL+1.04COL+1.04FDL+0.70EQR+NLR 61) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+1.03FDL+0.53EQL+NLL 62) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+1.03FDL+0.53EQL+NLR 63) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+1.03FDL+0.53EQR+NLL 64) 1.00 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+1.03FDL+0.53EQR+NLR 65) 1.00 0.55SW+0.55RDL+0.55FDL+0.51EQL+NLL 66) 1.00 0.55SW+0.55RDL+0.55FDL+0.51EQL+NLR 67) 1.00 0.55SW+0.55RDL+0.55FDL+0.51EQR+NLL U21X1224A Page A76 of A157 68) 1.00 0.55SW+0.55RDL+0.55FDL+0.51EQR+NLR U21X1224A Page A77 of A157 NUCOR BUILDINGS GROUP Job # : U21X1224A Job Name : Kuhn Aviation Hangar Frame : Frameline 8 Date : 11/24/2021 Designer : BG\jacob.lambert File : E11.nfr App Version : 1.5.139.0 ----------------------------------------- E N D W A L L B R A C I N G ----------------------------------------- Max Allow tWeb Controlling Force Force min Load Combination Module Material (kips) (kips) (in) # Name 3 5/8_ROD 5.80 5.83 0.141 37 1.045SW+1.045RDL+1.045COL+1.045FDL+0.70EQL U21X1224A Page A78 of A157 Job : U21X1224A Kuhn Aviation Hangar NUCOR BUILDINGS GROUP Date: 03-22-22 Page: 1 Frame: Frameline 8 By : BG\jacob.lambert File: E11 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W135 54 9 0.7 0.01 -39.0 0.65 0.70 0.69 40 9 -9.15 0.62 0.56 0.56 2 F5.25 F5.25 W135 54 12 -0.8 0.01 -44.4 0.75 0.79 0.80 40 11 -9.16 0.62 0.56 0.56 Chkpt 1 9 10 15 Depth 13.50 13.50 13.50 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | Web | 0.1345 55.00 | 0.1345 55.00 | B/R Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W135 53 21 0.9 0.01 -42.4 0.71 0.76 0.75 53 21 -10.71 0.73 0.66 0.66 2 F5.25 F5.25 W135 53 22 -0.7 0.01 -42.4 0.71 0.76 0.76 53 22 9.03 0.61 0.56 0.56 Chkpt 16 21 22 26 Depth 13.50 13.50 13.50 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | Web | 0.1345 55.00 | 0.1345 55.00 | B/R Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W135 55 31 -0.7 0.01 -42.3 0.71 0.75 0.76 55 31 -9.03 0.61 0.56 0.56 2 F5.25 F5.25 W135 56 32 0.8 0.01 -42.3 0.71 0.75 0.75 55 32 10.71 0.73 0.66 0.66 Chkpt 27 31 32 37 Depth 13.50 13.50 13.50 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | Web | 0.1345 55.00 | 0.1345 55.00 | B/R Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W135 56 41 -0.8 0.01 -44.5 0.75 0.79 0.80 56 41 -8.67 0.59 0.53 0.53 2 F5.25 F5.25 W135 56 42 0.6 0.00 -44.5 0.75 0.79 0.79 40 42 9.17 0.62 0.56 0.56 Chkpt 38 41 42 50 Depth 13.50 13.50 13.50 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | Web | 0.1345 55.00 | 0.1345 55.00 | B/R Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W150 32 55 1.4 0.01 -30.5 0.57 0.78 0.77 34 51 -3.24 0.14 0.23 0.23 2 F5.25 F5.25 W150 32 57 1.4 0.01 -30.6 0.64 0.78 0.77 32 64b 3.56 0.15 0.25 0.25 Chkpt 51 55 56 65 Depth 12.00 12.00 12.00 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | Web | 0.1500 55.00 | 0.1500 55.00 | B/R Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) U21X1224A Page A79 of A157 Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F6.31 F6.38 W150 32 70 4.0 0.02 -63.6 0.82 0.96 0.94 34 66 -6.57 0.28 0.49 0.52 2 F6.31 F6.38 W150 32 72 4.0 0.02 -63.9 0.82 0.96 0.94 32 80 6.69 0.28 0.50 0.52 U21X1224A Page A80 of A157 Job : U21X1224A Kuhn Aviation Hangar NUCOR BUILDINGS GROUP Date: 03-22-22 Page: 2 Frame: Frameline 8 By : BG\jacob.lambert File: E11 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Chkpt 66 70 71 80 Depth 11.94 11.94 11.94 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 6.0 0.3125 55.00 | 6.0 0.3125 55.00 | Web | 0.1500 55.00 | 0.1500 55.00 | B/R Flg | 6.0 0.3750 55.00 | 6.0 0.3750 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F6.38 F6.38 W164 32 86 3.3 0.02 -72.5 0.84 1.00 0.99 34 81 -7.17 0.24 0.55 0.55 2 F6.38 F6.38 W164 32 92 3.4 0.02 -74.4 0.86 1.03 1.01 32 96b 7.64 0.25 0.58 0.58 Chkpt 81 86 87 98 Depth 12.00 12.00 12.00 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 6.0 0.3750 55.00 | 6.0 0.3750 55.00 | Web | 0.1644 55.00 | 0.1644 55.00 | B/R Flg | 6.0 0.3750 55.00 | 6.0 0.3750 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL04 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F6.38 F6.38 W164 32 104 3.3 0.02 -72.5 0.84 1.00 0.99 34 99 -7.17 0.24 0.55 0.55 2 F6.38 F6.38 W164 32 110 3.4 0.02 -74.4 0.86 1.03 1.01 32 114b 7.64 0.25 0.58 0.58 Chkpt 99 104 105 116 Depth 12.00 12.00 12.00 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 6.0 0.3750 55.00 | 6.0 0.3750 55.00 | Web | 0.1644 55.00 | 0.1644 55.00 | B/R Flg | 6.0 0.3750 55.00 | 6.0 0.3750 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL05 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F6.38 F6.38 W150 32 121 4.0 0.02 -63.7 0.75 0.91 0.89 34 117 -6.56 0.28 0.51 0.51 2 F6.38 F6.38 W150 32 123 4.0 0.02 -64.0 0.75 0.91 0.89 32 130b 6.68 0.28 0.51 0.51 Chkpt 117 121 122 131 Depth 12.00 12.00 12.00 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 6.0 0.3750 55.00 | 6.0 0.3750 55.00 | Web | 0.1500 55.00 | 0.1500 55.00 | B/R Flg | 6.0 0.3750 55.00 | 6.0 0.3750 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL06 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W150 32 136 1.4 0.01 -30.5 0.57 0.78 0.77 34 132 -3.24 0.14 0.23 0.23 2 F5.25 F5.25 W150 32 138 1.4 0.01 -30.6 0.64 0.78 0.77 32 145b 3.56 0.15 0.25 0.25 Chkpt 132 136 137 146 Depth 12.00 12.00 12.00 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | Web | 0.1500 55.00 | 0.1500 55.00 | B/R Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 5979 Deflections (in): 10 yr Wind dx = 0.02 = H/ 2520 WIND CASE 1 TO LEFT Seismic dx = 0.01 = H/ 9999 SEISMIC TO RIGHT Story Drift = 0.04 = 0.000H SEISMIC TO RIGHT Stability Coefficient = 0.17 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+1.03FDL+0.53EQL Stability Ratio = 1.23 1.03SW+1.03RDL+1.03COL+0.15SL+0.15SR+1.03FDL+0.53EQL Fundamental Period = 4.6026 Single Story Period Maximum dx = -0.07 = H/ 5935 SW+RDL+COL+UOS+FDL Maximum dy = -0.71 = L/ 430 @ MOD 5, SW+RDL+COL+UOS+FDL U21X1224A Page A81 of A157 Max. Live dy = -0.57 = L/ 535 @ MOD 5, LIVE ON LEFT AND RIGHT E/W col dx = 3.88 = L/ 117 @ COL03, SW+RDL+COL+FDL+RL2+RL3 U21X1224A Page A82 of A157 NUCOR BUILDINGS GROUP Job # : U21X1224A Job Name : Kuhn Aviation Hangar Frame : Frameline 8 Date : 11/24/2021 Designer : BG\jacob.lambert File : E11.nfr App Version : 1.5.139.0 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Pinned Column Cap from COL01 to RAF01 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F6.50 4-0.500-S 23 2.6 3.6 0.0 0.03 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL02 to RAF01 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F6.50 4-0.500-S 23 6.8 6.7 0.0 0.14 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL03 to RAF02 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F6.63 4-0.500-S 23 5.9 7.6 0.0 0.16 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL04 to RAF03 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F6.63 4-0.500-S 23 5.9 7.6 0.0 0.16 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL05 to RAF04 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F6.50 4-0.500-S 23 6.8 6.7 -0.0 0.14 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL06 to RAF04 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F6.50 4-0.500-S 23 2.6 3.6 0.0 0.03 ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases --- ---- ----- 1 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL+1.00SR+1.00FDL 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL+1.00RLR+1.00FDL 4 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60FDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60FDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+1.00FDL+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+1.00FDL+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+1.00FDL+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+1.00FDL+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+1.00FDL+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+1.00FDL+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+1.00FDL+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+1.00FDL+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+0.60W5B 21 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+0.60W5F 22 1.00 0.60SW+0.60RDL+0.60FDL+0.60W5B 23 1.00 0.60SW+0.60RDL+0.60FDL+0.60W5F 24 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+1.00FDL+0.45W5B 25 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+1.00FDL+0.45W5F 26 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+1.00FDL+0.45W5B 27 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+1.00FDL+0.45W5F 28 1.00 1.00SW+1.00RDL+1.00COL+1.00UOS+1.00FDL 29 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RL1+1.00RL3+1.00RL5 30 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RL2+1.00RL4 31 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RL1+1.00RL2 32 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RL2+1.00RL3 33 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RL3+1.00RL4 34 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RL4+1.00RL5 35 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00LRD 36 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RRD 37 1.00 1.045SW+1.045RDL+1.045COL+1.045FDL+0.70EQL 38 1.00 1.045SW+1.045RDL+1.045COL+1.045FDL+0.70EQR U21X1224A Page A83 of A157 39 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+1.033FDL+0.525EQL 40 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+1.033FDL+0.525EQR 41 1.00 0.555SW+0.555RDL+0.555FDL+0.515EQL 42 1.00 0.555SW+0.555RDL+0.555FDL+0.515EQR U21X1224A Page A84 of A157 NUCOR BUILDINGS GROUP Job #:U21X1224A Job Name :Kuhn Aviation Hangar Frame :Frameline 8 File :E11.nfr Designer :BG\jacob.lambert App Version :1.5.139.0 Date :11/24/2021 BOLTED END-PLATES (BEP) SUMMARY Bolt Pre Tension M ethod : SnugTight PLATE SIZE: (in) Splice ID Left Type Right Type Members Joined Loc Web Depth Left Plate Width Thick Length Fy(ksi) Right Plate Width Thick Length Fy(ksi) 1 2F 2F RAF01 To RAF02 Top 13.00 5.00 0.38 14.50 55.0 5.00 0.38 14.50 55.0 1 2F 2F RAF01 To RAF02 Bot 13.00 5.00 0.38 14.50 55.0 5.00 0.38 14.50 55.0 2 2F 2F RAF02 To RAF03 Top 13.00 5.00 0.38 14.61 55.0 5.00 0.38 14.61 55.0 2 2F 2F RAF02 To RAF03 Bot 13.00 5.00 0.38 14.61 55.0 5.00 0.38 14.61 55.0 3 2F 2F RAF03 To RAF04 Top 13.00 5.00 0.38 14.50 55.0 5.00 0.38 14.50 55.0 3 2F 2F RAF03 To RAF04 Bot 13.00 5.00 0.38 14.50 55.0 5.00 0.38 14.50 55.0 PLATE DESIGN Splice ID Left Type Right Type Tension Location Max Moment Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Max Shear Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Left Plate Ratio Right Plate Ratio 1 2F 2F Top 29 -0.03 0.54 -3.50 35 -0.35 3.56 8.43 0.17 0.17 1 2F 2F Bot 35 -0.35 3.56 8.43 22 0.87 -1.02 -1.79 0.40 0.40 2 2F 2F Top 22 1.45 0.00 -6.39 35 0.09 -0.95 16.74 0.35 0.35 2 2F 2F Bot 28 0.08 0.00 18.99 9 -0.21 -0.21 -5.63 0.94 0.94 3 2F 2F Top 29 0.00 -0.54 -3.50 36 -0.38 -3.56 8.41 0.17 0.17 3 2F 2F Bot 36 -0.38 -3.56 8.41 23 0.87 1.02 -1.80 0.40 0.40 BOLT RUPTURE DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Axial (kip) Moment (ft-kip) Left Bolt Ratio Right Bolt Ratio 1 2F 2F Top A325 No 0.63 3.00 --1.19 --------29 -0.03 -3.50 0.13 0.13 1 2F 2F Bot A325 No 0.63 3.00 --1.19 --------35 -0.35 8.43 0.30 0.30 2 2F 2F Top A325 No 0.63 3.00 --1.19 --------22 1.45 -6.39 0.26 0.26 2 2F 2F Bot A325 No 0.63 3.00 --1.19 --------28 0.08 18.99 0.83 0.83 3 2F 2F Top A325 No 0.63 3.00 --1.19 --------29 0.00 -3.50 0.13 0.13 3 2F 2F Bot A325 No 0.63 3.00 --1.19 --------36 -0.38 8.41 0.30 0.30 COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 1 2F 2F Top A325 No 0.63 3.00 --1.19 --------35 3.56 0.21 0.21 1 2F 2F Bot A325 No 0.63 3.00 --1.19 --------22 -1.02 0.06 0.06 2 2F 2F Top A325 No 0.63 3.00 --1.19 --------35 -0.95 0.06 0.06 2 2F 2F Bot A325 No 0.63 3.00 --1.19 --------9 -0.21 0.01 0.01 3 2F 2F Top A325 No 0.63 3.00 --1.19 --------36 -3.56 0.21 0.21 3 2F 2F Bot A325 No 0.63 3.00 --1.19 --------23 1.02 0.06 0.06 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 1 Top FWD3 WP13 29 0.06 35 0.19 FWD3 WP13 29 0.06 35 0.19 1 Bot FWD3 WP13 35 0.14 22 0.06 FWD3 WP13 35 0.14 22 0.06 2 Top FWD3 WP13 22 0.12 35 0.05 FWD3 WP13 22 0.12 35 0.05 2 Bot FWD3 WP13 28 0.32 9 0.01 FWD3 WP13 28 0.32 9 0.01U21X1224APage A85 of A157 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 3 Top FWD3 WP13 29 0.06 36 0.19 FWD3 WP13 29 0.06 36 0.19 3 Bot FWD3 WP13 36 0.14 23 0.06 FWD3 WP13 36 0.14 23 0.06 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) Column ID Type Column Pattern Column Depth Base Plate Width Thickness Length Fy(ksi) Anchor Rods Qty Dia.Grade Pfi Pb Gage COL01 WF/BU Left 12 6 0.5 12.0000 55 4 0.75 Grade36 4 4 3 COL02 WF/BU Left 11.9375 6 0.5 11.9375 55 4 0.75 Grade36 4 4 3 COL03 WF/BU Left 12 6 0.625 12.0000 55 4 0.75 Grade36 4 4 3 COL04 WF/BU Left 12 6 0.625 12.0000 55 4 0.75 Grade36 4 4 3 COL05 WF/BU Left 12 6 0.5 12.0000 55 4 0.75 Grade36 4 4 3 COL06 WF/BU Left 12 6 0.5 12.0000 55 4 0.75 Grade36 4 4 3 BASEPLATE DESIGN CHECKS Column ID Concrete Bearing (Compression) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio Base Plate Yielding (Tension) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio COL01 28 -6.91 0.00 0.00 0.06 23 2.27 -3.24 0.00 0.37 COL02 35 -18.50 0.01 0.00 0.16 22 6.33 5.91 0.00 0.62 COL03 35 -20.63 0.00 0.00 0.17 11 9.79 0.00 3.30 0.62 COL04 36 -20.63 0.00 0.00 0.17 9 9.79 0.00 -3.30 0.62 COL05 36 -18.56 0.00 0.00 0.16 23 6.31 -6.56 0.00 0.62 COL06 28 -6.89 0.00 0.00 0.06 22 2.26 2.91 0.00 0.37 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Column ID Anchor Rod Tension Design Load Comb Axial (kip) Shear (kips) Bracing Shear(kip) Rod Ratio Anchor Rod Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Tension-Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Shear-Tension Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio COL01 23 2.27 -3.24 0.00 0.06 23 2.27 -3.24 0.00 0.14 23 2.27 -3.24 0.00 0.06 23 2.27 -3.24 0.00 0.14 COL02 22 6.33 5.91 0.00 0.16 23 6.33 -6.57 0.00 0.28 23 6.33 -6.57 0.00 0.17 23 6.33 -6.57 0.00 0.29 COL03 11 9.79 0.00 3.30 0.25 23 5.40 -7.17 0.00 0.31 11 9.79 0.00 3.30 0.26 23 5.40 -7.17 0.00 0.31 COL04 9 9.79 0.00 -3.30 0.25 23 5.39 -7.17 0.00 0.31 9 9.79 0.00 -3.30 0.26 23 5.39 -7.17 0.00 0.31 COL05 23 6.31 -6.56 0.00 0.16 23 6.31 -6.56 0.00 0.28 23 6.31 -6.56 0.00 0.17 23 6.31 -6.56 0.00 0.29 COL06 22 2.26 2.91 0.00 0.06 23 2.26 -3.24 0.00 0.14 23 2.26 -3.24 0.00 0.06 23 2.26 -3.24 0.00 0.14 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Column ID Left Flange Weld (Pipe Weld)Web Weld Right Flange Weld Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio COL01 FWS3 23 2.27 -3.24 0.00 0.03 FWR3 23 2.27 -3.24 0.00 0.09 FWS3 23 2.27 -3.24 0.00 0.03 COL02 FWS3 22 6.33 5.91 0.00 0.06 FWR3 23 6.33 -6.57 0.00 0.20 FWS3 22 6.33 5.91 0.00 0.07 COL03 FWS3 11 9.79 0.00 3.30 0.21 FWR3 23 5.40 -7.17 0.00 0.19 FWS3 11 9.79 0.00 3.30 0.14 COL04 FWS3 9 9.79 0.00 -3.30 0.21 FWR3 23 5.39 -7.17 0.00 0.19 FWS3 9 9.79 0.00 -3.30 0.14 COL05 FWS3 23 6.31 -6.56 0.00 0.06 FWR3 23 6.31 -6.56 0.00 0.20 FWS3 23 6.31 -6.56 0.00 0.06 COL06 FWS3 22 2.26 2.91 0.00 0.03 FWR3 23 2.26 -3.24 0.00 0.09 FWS3 22 2.26 2.91 0.00 0.03 LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL+1.00SR+1.00FDL *Indicates a Special Seismic Load Combination U21X1224A Page A86 of A157 LOAD COMBINATIONS: No ASR Combination 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL+1.00RLR+1.00FDL 4 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60FDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60FDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+1.00FDL+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+1.00FDL+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+1.00FDL+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+1.00FDL+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+1.00FDL+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+1.00FDL+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+1.00FDL+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+1.00FDL+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+0.60W5B 21 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+0.60W5F 22 1.00 0.60SW+0.60RDL+0.60FDL+0.60W5B 23 1.00 0.60SW+0.60RDL+0.60FDL+0.60W5F 24 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+1.00FDL+0.45W5B 25 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.75SR+1.00FDL+0.45W5F 26 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+1.00FDL+0.45W5B 27 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.75RLR+1.00FDL+0.45W5F 28 1.00 1.00SW+1.00RDL+1.00COL+1.00UOS+1.00FDL 29 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RL1+1.00RL3+1.00RL5 30 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RL2+1.00RL4 31 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RL1+1.00RL2 32 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RL2+1.00RL3 33 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RL3+1.00RL4 34 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RL4+1.00RL5 35 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00LRD 36 1.00 1.00SW+1.00RDL+1.00COL+1.00FDL+1.00RRD 37 1.00 1.045SW+1.045RDL+1.045COL+1.045FDL+0.70EQL 38 1.00 1.045SW+1.045RDL+1.045COL+1.045FDL+0.70EQR 39 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+1.033FDL+0.525EQL 40 1.00 1.033SW+1.033RDL+1.033COL+0.15SL+0.15SR+1.033FDL+0.525EQR 41 1.00 0.555SW+0.555RDL+0.555FDL+0.515EQL 42 1.00 0.555SW+0.555RDL+0.555FDL+0.515EQR *Indicates a Special Seismic Load Combination U21X1224A Page A87 of A157 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Bracing Components (AISC 14th Edition)Date : General Information: Select Brace Type: Design Method, (ASD/LRFD/LSD):ASD *Note: Brace Critical Load: (a) Allowable Stress Ratio, ASR: 1.00 Applied Load:(0.7 ρ EQ (ABC, ρ=1.0))2.9715 kips.* Multi Tiered Brace Critical Load: (a+b) Allowable Stress Ratio, ASR: 1.00 Applied Load:(0.7 ρ EQ (ABC, ρ=1.0))2.9715 kips.* Brace Geometry: Select Brace Size: No. of Braces, n :1 Module Width, b :25.0000 ft. Tier Height (a), h a :19.3333 ft. Alternate Height:19.3333 ft. Multi Tiered Brace: Select Brace Size (b): Tier Height (b), h b :18.0000 ft. Column Properties: Section Designation: None Web Depth, dw: (WF = Total Depth, d)-- in. Web Thickness, tw: -- in. Flange Width, bf: -- in. Flange Thickness, tf: -- in. Brace w/ Hillside Washer Results:OK Tot. Lateral Drift:0.440 Memb. Mat. Member Axial Axial Stress Min. tw Brace Lateral ID Orient. Elev. Code Description (k) Allowed Ratio (in.) Elong. Drift (in.) B1 / Tier a RB5 5/8" Rod 3.639 7.345 0.495 -- 0.186 0.228 B2 \ Tier a RB5 5/8" Rod 3.639 7.345 0.495 -- 0.186 0.228 B3 / Tier b RB5 5/8" Rod 3.549 7.345 0.483 -- 0.177 0.212 B4 \ Tier b RB5 5/8" Rod 3.549 7.345 0.483 -- 0.177 0.212 Gusset Plate Connection Results:OK Gusset Plate Information Memb. Weld Gusset Mat. Member Min. tw Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (tg)(in.)(db) Design Rod Only U21X1224A Frameline 8 JIL 11/29/2021 Tier Post & Beam (EW) Design Rod Only Version: 2017.10.16 (Date: 10/16/17) By NBS-GS per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (14th Edition) The “Applied Horizontal Load” shall be the resultant from the controlling load combination including combinations with over- strength factors for connection analysis. Clevis Connection Required! Clevis Connection Required! Manual Load Input! Rotate Column 90° Single Double Single Double U21X1224A Page A88 of A157 NUCOR BUILDINGS GROUP Job # : U21X1224A Job Name : Kuhn Aviation Frame : Framelines 1 & 2 Date : 11/24/2021 Designer : BG\jacob.lambert File : F21.nfr App Version : (null) ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : LCS Frame width : 19.67 Ft. Bay width : 11.75 Ft. LEFT RIGHT Dim to ridge : 19.67 Ft. 0.00 Ft. Roof slope : 1.00/12 0.00/12 Eave height : 33.42 Ft. 35.06 Ft. Girt offset : 8.00 In. 8.00 In. Typ. Girt spacing : 4.33 Ft. Purlin offset : 9.50 In. 9.50 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing : 19.6667 Supports / Spring Constants COL01 - Bottom V H COL02 - Top H Bottom V H Column Bracing: WP1 Girt Brace : Y Y Y Y Y Y Y Flange Brace : 0 0 1 0 1 0 2 Location (ft): 4.0 7.5 11.8 16.2 20.0 24.0 28.2 Other Braces: Column : Left Brace : Right Brace : Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year : IBC2015 Risk Category : II-Standard Buildings AISC Specification : 2010 ASD L O A D S (Psf) Roof Dead load : 3.50 Roof Coll load : 5.00 Roof Live load : 12.00 Roof Snow load : 28.00 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 40.00 Ce = 1.00 Ss = 0.307 S1 = 0.080 Seismic Design Category = B Site Class = D R = 3.00 Cd = 3.00 Sds = 0.318 Sd1 = 0.128 rho = 1.00 omega = 2.500 Is Building Irregular = False Roof Seismic Factor : 0.090 PSF Floor Seismic Factor : 0.090 PSF Wind speed : 115.00 Mph Exp. : C Wind pressure : 28.88 Psf Building is Enclosed Wind pressure coefficients Is End Bay? True C1 C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.300 0.000 -0.890 -0.350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 Tributary Widths Panel Trib. Width (ft) WP1 11.75 RP1 11.75 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Panel Loads ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.041 -0.041 0.000 19.667 COL RP1 -0.059 -0.059 0.000 19.667 U21X1224A Page A89 of A157 SL RP1 -0.329 -0.329 0.000 19.667 UOS RP1 -0.470 -0.470 0.000 19.667 RLL RP1 -0.141 -0.141 0.000 19.667 W1R WP1 0.268 0.268 0.000 33.417 W1R RP1 -0.302 -0.302 0.000 19.667 W1L WP1 -0.085 -0.085 0.000 33.417 W1L RP1 -0.119 -0.119 0.000 19.667 W2R WP1 0.146 0.146 0.000 33.417 W2R RP1 -0.424 -0.424 0.000 19.667 W2L WP1 -0.207 -0.207 0.000 33.417 W2L RP1 -0.241 -0.241 0.000 19.667 W5B WP1 -0.102 -0.102 0.000 33.417 W5B RP1 -0.302 -0.302 0.000 19.667 W5F WP1 -0.102 -0.102 0.000 33.417 W5F RP1 -0.119 -0.119 0.000 19.667 W6B WP1 -0.224 -0.224 0.000 33.417 W6B RP1 -0.424 -0.424 0.000 19.667 W6F WP1 -0.224 -0.224 0.000 33.417 W6F RP1 -0.241 -0.241 0.000 19.667 EQR RP1 0.032 0.032 0.000 19.667 EQL RP1 -0.032 -0.032 0.000 19.667 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Shear loads that are applied perpendicular to the web have been considered in the baseplate design only. The locations listed below for each longitudinal bracing load apply only to the column axial load (tension on base of column and compression when at top of column). Load On Hor. Vert. Perp Shear Moment Loc Special Case Mem Kips Kips Kips K-Ft. Ft. Load # Description RDL COL01 0.000 -0.800 0.000 0.000 32.500 C-3 Hangar Track RDL SPAN1 0.000 -0.800 0.000 0.000 8.000 C-1 Hangar Track RDL SPAN1 0.000 -0.800 0.000 0.000 17.500 C-2 Hangar Track BWF COL01 0.000 2.227 -1.700 0.000 0.500 Long. Bracing-1 COL01 BWB COL01 0.000 -2.227 1.700 0.000 31.792 Long. Bracing-1 COL01 EQB COL01 0.000 -0.819 0.625 0.000 31.792 Long. Bracing-1 COL01 EQF COL01 0.000 0.819 -0.625 0.000 0.500 Long. Bracing-1 COL01 ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+RLL+NLR 7) 1.00 SW+RDL+COL+0.60W1L 8) 1.00 SW+RDL+COL+0.60W2L 9) 1.00 SW+RDL+COL+0.60W1R 10) 1.00 SW+RDL+COL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.45W2R 23) 1.00 SW+RDL+COL+0.60W5B+0.60BWB 24) 1.00 SW+RDL+COL+0.60W6B+0.60BWB 25) 1.00 SW+RDL+COL+0.60W5F+0.60BWF 26) 1.00 SW+RDL+COL+0.60W6F+0.60BWF 27) 1.00 0.60SW+0.60RDL+0.60W5B+0.60BWB 28) 1.00 0.60SW+0.60RDL+0.60W6B+0.60BWB 29) 1.00 0.60SW+0.60RDL+0.60W5F+0.60BWF 30) 1.00 0.60SW+0.60RDL+0.60W6F+0.60BWF 31) 1.00 SW+RDL+COL+0.75SL+0.45W5B+0.45BWB 32) 1.00 SW+RDL+COL+0.75SL+0.45W6B+0.45BWB 33) 1.00 SW+RDL+COL+0.75SL+0.45W5F+0.45BWF 34) 1.00 SW+RDL+COL+0.75SL+0.45W6F+0.45BWF 35) 1.00 SW+RDL+COL+0.75RLL+0.45W5B+0.45BWB 36) 1.00 SW+RDL+COL+0.75RLL+0.45W6B+0.45BWB 37) 1.00 SW+RDL+COL+0.75RLL+0.45W5F+0.45BWF 38) 1.00 SW+RDL+COL+0.75RLL+0.45W6F+0.45BWF 39) 1.00 SW+RDL+COL+UOS+NLL 40) 1.00 SW+RDL+COL+UOS+NLR 41) 1.00 1.04SW+1.04RDL+1.04COL+0.70EQL 42) 1.00 1.04SW+1.04RDL+1.04COL+0.70EQR 43) 1.00 1.04SW+1.04RDL+1.04COL+0.70EQB+NLL 44) 1.00 1.04SW+1.04RDL+1.04COL+0.70EQB+NLR 45) 1.00 1.04SW+1.04RDL+1.04COL+0.70EQF+NLL 46) 1.00 1.04SW+1.04RDL+1.04COL+0.70EQF+NLR 47) 1.00 1.03SW+1.03RDL+1.03COL+0.53EQL 48) 1.00 1.03SW+1.03RDL+1.03COL+0.53EQR 49) 1.00 1.03SW+1.03RDL+1.03COL+0.53EQB+NLL 50) 1.00 1.03SW+1.03RDL+1.03COL+0.53EQB+NLR 51) 1.00 1.03SW+1.03RDL+1.03COL+0.53EQF+NLL 52) 1.00 1.03SW+1.03RDL+1.03COL+0.53EQF+NLR 53) 1.00 0.55SW+0.55RDL+0.70EQL 54) 1.00 0.55SW+0.55RDL+0.70EQR 55) 1.00 0.55SW+0.55RDL+0.70EQB+NLL 56) 1.00 0.55SW+0.55RDL+0.70EQB+NLR 57) 1.00 0.55SW+0.55RDL+0.70EQF+NLL 58) 1.00 0.55SW+0.55RDL+0.70EQF+NLR U21X1224A Page A90 of A157 Job : U21X1224A Kuhn Aviation NUCOR BUILDINGS GROUP Date: 03-22-22 Page: 1 Frame: Framelines 1 & 2 By : BG\jacob.lambert File: F21 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W135 40 5 -0.2 0.00 28.8 0.51 0.48 0.51 39 9 -6.13 0.42 0.38 0.38 Chkpt 1 9 Depth 13.50 13.50 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | Web | 0.1345 55.00 | B/R Flg | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W150 24 14 -1.3 0.03 -16.3 0.34 0.46 0.47 13 10 2.27 0.10 0.16 0.16 2 F5.25 F5.25 W150 24 17 -1.2 0.02 -17.5 0.37 0.45 0.46 9 20b -2.39 0.10 0.17 0.17 Chkpt 10 15 16 22 Depth 12.00 12.00 12.00 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | Web | 0.1500 55.00 | 0.1500 55.00 | B/R Flg | 5.0 0.2500 55.00 | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W135 39 23 -6.2 0.06 -0.0 0.00 0.00 0.06 34 23 0.00 0.00 0.00 0.00 Chkpt 23 24 Depth 13.50 13.50 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | Web | 0.1345 55.00 | B/R Flg | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 759 Deflections (in): 10 yr Wind dx = -0.00 = H/ 374 LONG. WIND 2 TO BACK Maximum dy = -0.45 = L/ 496 @ MOD 1, SW+RDL+COL+UOS Max. Live dy = -0.31 = L/ 706 @ MOD 1, LIVE ON LEFT AND RIGHT U21X1224A Page A91 of A157 NUCOR BUILDINGS GROUP Job # : U21X1224A Job Name : Kuhn Aviation Frame : Framelines 1 & 2 Date : 11/24/2021 Designer : BG\jacob.lambert File : F21.nfr App Version : (null) ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 1.00:12 W135 0.05 FWS3 FWS3 0.25 0.00 0.04 FWS3 0.03 0.04 0 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 5.0 0.2500 55.0 | 11.54 | Stiffener | | Web | 0.1345 55.0 | 12.09 11.50 | | | Bot Plate | 3.0 0.2500 50.0 | 11.50 | | | ------------------------------------------------------------------------------------------------------------------------------------- Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 1.00:12 W135 0.05 FWS3 FWS3 0.25 0.00 0.04 FWS3 0.03 0.04 0 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 5.0 0.2500 55.0 | 13.05 | Stiffener | | Web | 0.1345 55.0 | 14.71 13.00 | | | Bot Plate | 3.0 0.2500 50.0 | 13.00 | | | ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL02 to RAF01 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F6.38 4-0.500-S 11 1.5 0.0 -0.0 0.00 ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases --- ---- ----- 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B+0.60BWB 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W6B+0.60BWB 22 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F+0.60BWF 23 1.00 1.00SW+1.00RDL+1.00COL+0.60W6F+0.60BWF 24 1.00 0.60SW+0.60RDL+0.60W5B+0.60BWB 25 1.00 0.60SW+0.60RDL+0.60W6B+0.60BWB 26 1.00 0.60SW+0.60RDL+0.60W5F+0.60BWF 27 1.00 0.60SW+0.60RDL+0.60W6F+0.60BWF 28 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5B+0.45BWB 29 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6B+0.45BWB 30 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5F+0.45BWF 31 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6F+0.45BWF 32 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5B+0.45BWB 33 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6B+0.45BWB 34 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5F+0.45BWF 35 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6F+0.45BWF 36 1.00 1.00SW+1.00RDL+1.00COL+1.00UOS 37 1.00 1.045SW+1.045RDL+1.045COL+0.70EQL 38 1.00 1.045SW+1.045RDL+1.045COL+0.70EQR 39 1.00 1.045SW+1.045RDL+1.045COL+0.70EQB 40 1.00 1.045SW+1.045RDL+1.045COL+0.70EQF 41 1.00 1.033SW+1.033RDL+1.033COL+0.525EQL 42 1.00 1.033SW+1.033RDL+1.033COL+0.525EQR 43 1.00 1.033SW+1.033RDL+1.033COL+0.525EQB 44 1.00 1.033SW+1.033RDL+1.033COL+0.525EQF 45 1.00 0.555SW+0.555RDL+0.70EQL 46 1.00 0.555SW+0.555RDL+0.70EQR 47 1.00 0.555SW+0.555RDL+0.70EQB 48 1.00 0.555SW+0.555RDL+0.70EQF U21X1224A Page A92 of A157 54 1.00 1.041SW+1.041RDL+1.041COL+0.70EQR 55 1.00 1.041SW+1.041RDL+1.041COL+0.70EQB 56 1.00 1.041SW+1.041RDL+1.041COL+0.70EQF 57 1.00 1.031SW+1.031RDL+1.031COL+0.15SL+0.525EQL 58 1.00 1.031SW+1.031RDL+1.031COL+0.15SL+0.525EQR 59 1.00 1.031SW+1.031RDL+1.031COL+0.15SL+0.525EQB 60 1.00 1.031SW+1.031RDL+1.031COL+0.15SL+0.525EQF 61 1.00 0.558SW+0.558RDL+0.55EQL 62 1.00 0.558SW+0.558RDL+0.55EQR 63 1.00 0.558SW+0.558RDL+0.55EQB 64 1.00 0.558SW+0.558RDL+0.55EQF U21X1224A Page A93 of A157 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : LeanTo Connections (AISC 13th Edition)Date : General Information: Design Method, (ASD / LRFD):ASD Design Results #VALUE! Bolt Limit States: (Low Eave)0.147 End-Plate Limit States: (Low Eave)0.274 End-Plate Weld Ratio: (Low Eave)#VALUE! Bolt Limit States: (High Eave)0.135 End-Plate Limit States: (High Eave)0.251 End-Plate Weld Ratio: (High Eave)#VALUE! Warnings Applied Loads: (Low Eave)Applied Loads: (High Eave) Maximum Rafter End-Reaction: Maximum Rafter End-Reaction: Allowable Stress Ratio, ASR:1.00 Allowable Stress Ratio, ASR:1.00 Required Shear Strength, Vr:6.5 kips Required Shear Strength, Vr:5.96 kips Rafter Geometry: (Low Eave)Rafter Geometry: (High Eave) Section Designation: BU14x16 Section Designation: BU14x16 Web Depth, dw: (WF = Total Depth, d )13.0 in. Web Depth, dw: (WF = Total Depth, d )13.0 in. Web Thickness, tw:0.135 in. Web Thickness, tw:0.135 in. Flange Width, bf:6.0 in. Flange Width, bf:6.0 in. Flange Thickness, tf:0.25 in. Flange Thickness, tf:0.25 in. Section Material:A572 Gr. 55 Section Material:A572 Gr. 55 Rafter Slope, (x : 12):1.0 Connection Properties: (Low Eave) Column Flange Thickness, tf_col:0.25 in. Column Flange Thickness, tf_col:0.375 in. Column Flange Width, bf_col:5.0 in. Column Flange Width, bf_col:12.0 in. End-Plate Information:End-Plate Information: End-Plate Thickness, tp:0.375 in. End-Plate Thickness, tp:0.375 in. End-Plate Material:A572 Gr. 55 End-Plate Material:A572 Gr. 55 'A' End-Plate Weld:3/16 'A' End-Plate Weld:3/16 No. of Bolt Rows/Connx, nr:3 No. of Bolt Rows/Connx, nr:3 Bolt Diameter, d b :⅝"ø Bolt Diameter, d b :⅝"ø Bolt Material:A325 Bolt Material:A325 Standard Plate Dimensions: Standard Plate Dimensions: End-Plate Width, bp:6 in.End-Plate Width, bp:6 in. Minimum End-Plate Length, l p:8.625 in.Minimum End-Plate Length, l p:8.625 in. Distance to 1st Bolt, Pf:1.125 in.Distance to 1st Bolt, Pf:1.25 in. Bolt Spacing, Pb:3 in.Bolt Spacing, Pb:3 in. Bolt Gage, g: 3 in.Bolt Gage, g: 3 in. Cap-Plate Information: Cap-Plate Thickness, tcp:0.375 in. U21X1224A Kuhn Aviation Hangar Connection Properties: (High Eave) Version: 2019.9.24 (Date: 09/24/19) By NBG-GS per AISC Steel Construction Manual (13th Edition) - Part 10-49 & Section J10 JIL 11/29/2021 Manual Input!Manual Input! Use Alternate Low Eave Connection (Bearing Connection). U21X1224A Page A94 of A157 Nucor Building Systems P.O. Box 907 1050 North Watery Lane Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR Crisak, Inc. 37174 Devon Wick Ln Purcellville, VA 20132 Kuhn Aviation Hangar Bldg1 BUILDING LAYOUT Width (ft)= 133.0 Length (ft)= 133.0 Eave Height (ft)= 35.0/ 35.0 Roof Slope (rise/12 )= 1.00/ 1.00 BUILDING LOADS Roof Dead Load (psf )= 3.5 Wall Dead Load Left Endwall (psf )= 2.5 Right Endwall (psf )= 2.5 Front Sidewall(psf )= 2.5 Back Sidewall(psf )= 2.5 Live Load (psf )= 30.0 Collateral Load (psf )= 5.0 Snow Load (psf )= 30.8 Minimum Snow (psf )= 40.0 Wind Speed (mph )= 115.0 Wind Code = IBC 15 Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= B Seismic Coeff (Fa*Ss) = 0.48 ------------------------------- Designer : Detailer : eng U21X1224A Page A95 of A157 3/ 7/22 ================================================================================ Bldg1 Design Loads For Building Components: 3/ 7/22 11:49am ================================================================================ FRONT SIDEWALL: --------------- BASIC LOADS: Basic Wind_Load_Ratio Wind Deflect Factor 17.8 0.70 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 13.30 0.00 13.30 0.00 1.11 1.23 1.11 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 25.4 -28.0 .. Girt/Header 31.4 -34.0 .. Panel 25.4 -28.0 .. Jamb 0.0 0.0 .. Parapet BACK SIDEWALL: --------------- BASIC LOADS: Basic Wind_Load_Ratio Wind Deflect Factor 29.1 0.44 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 13.30 0.00 13.30 0.00 1.11 1.23 1.11 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 25.4 -28.0 .. Girt/Header 31.4 -34.0 .. Panel 25.4 -28.0 .. Jamb 0.0 0.0 .. Parapet LEFT ENDWALL: -------------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Load Load Load Load Load Wind Deflect Factor 3.5 5.0 30.0 30.8 0.0 29.1 0.44 0.60 U21X1224A Page A96 of A157 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 13.30 0.00 13.30 0.00 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.50 0.00 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 25.4 -28.0 .. Column 25.4 -28.0 .. Girt/Header 25.4 -28.0 .. Jamb 31.4 -34.0 .. Panel 52.1 -43.0 .. Parapet 43.6 -29.1 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Surf ---Wind_1-- ---Wind_2-- -Long_Wind- Surface Id Left Right Left Right 1 2 Friction 1 0.42 -0.60 0.78 -0.24 -0.66 -0.66 0.00 2 -1.23 -0.70 -0.87 -0.34 -1.25 -0.71 0.00 3 -0.70 -1.23 -0.34 -0.87 -0.71 -1.25 0.00 4 -0.60 0.42 -0.24 0.78 -0.66 -0.66 0.00 COLUMN, RAFTER & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind_1 Wind_2 Long_Wind Column_Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 100 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 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 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 U21X1224A Page A97 of A157 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 U21X1224A Page A98 of A157 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 55 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 56 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 57 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 58 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 59 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 60 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 61 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 62 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 63 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 64 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 65 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 66 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 67 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 68 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 73 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 74 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 75 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U21X1224A Page A99 of A157 0.00 0 0.00 76 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 77 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 78 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 79 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 80 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 81 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 82 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 83 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 84 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 85 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 86 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 87 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 88 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 89 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 90 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 91 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 92 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 93 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 94 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 95 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 96 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 97 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 98 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 99 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 100 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 3 1 MIN_SNOW 2 1 1.00 2 1.00 2 E1UNB_SL_L 3 3 0.30 4 1.00 5 0.56 3 E1UNB_SL_R 3 4 0.30 U21X1224A Page A100 of A157 3 1.00 6 0.56 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dl1 Dl2 .. Dist 6 1 2 U_SNOW D -0.47 -0.47 0.08 0.00 66.73 2 3 U_SNOW D -0.47 -0.47 -0.08 0.00 66.73 3 3 U_SNOW D -0.36 -0.36 -0.08 0.00 66.73 4 2 U_SNOW D -0.36 -0.36 0.08 0.00 66.73 5 2 U_SNOW D -0.36 -0.36 0.08 37.80 66.73 6 3 U_SNOW D -0.36 -0.36 -0.08 0.00 28.93 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDL1 - 2 2 66.50 1.00 66.73 0.57 WINDR1 - 3 2 0.23 0.57 66.73 1.00 WINDL2 - 2 2 66.50 1.00 66.73 0.39 WINDR2 - 3 2 0.23 0.39 66.73 1.00 RIGHT ENDWALL: -------------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Load Load Load Load Load Wind Deflect Factor 3.5 5.0 30.0 30.8 0.0 29.1 0.44 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 13.30 0.00 13.30 0.00 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.50 0.00 3.50 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 25.4 -28.0 .. Column 25.4 -28.0 .. Girt/Header 25.4 -28.0 .. Jamb 31.4 -34.0 .. Panel 52.1 -43.0 .. Parapet 43.6 -29.1 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Surf ---Wind_1-- ---Wind_2-- -Long_Wind- Surface Id Left Right Left Right 1 2 Friction 1 0.42 -0.60 0.78 -0.24 -0.66 -0.66 0.00 2 -1.23 -0.70 -0.87 -0.34 -1.25 -0.71 0.00 3 -0.70 -1.23 -0.34 -0.87 -0.71 -1.25 0.00 4 -0.60 0.42 -0.24 0.78 -0.66 -0.66 0.00 COLUMN, RAFTER & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind_1 Wind_2 Long_Wind Column_Wind Long Tran Aux_Load U21X1224A Page A101 of A157 No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 100 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 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 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 U21X1224A Page A102 of A157 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 55 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 56 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 57 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 58 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 59 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 60 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 U21X1224A Page A103 of A157 61 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 62 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 63 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 64 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 65 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 66 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 67 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 68 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 73 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 74 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 75 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 76 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 77 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 78 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 79 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 80 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 81 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 82 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 83 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 84 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 85 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 86 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 87 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 88 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 89 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 90 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 91 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 U21X1224A Page A104 of A157 0.00 0 0.00 92 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 93 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 94 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 95 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 96 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 97 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 98 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 99 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 100 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 3 1 MIN_SNOW 2 1 1.00 2 1.00 2 E2UNB_SL_L 3 3 0.30 4 1.00 5 0.56 3 E2UNB_SL_R 3 4 0.30 3 1.00 6 0.56 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dl1 Dl2 .. Dist 6 1 2 U_SNOW D -0.46 -0.46 0.08 0.00 66.73 2 3 U_SNOW D -0.46 -0.46 -0.08 0.00 66.73 3 3 U_SNOW D -0.35 -0.35 -0.08 0.00 66.73 4 2 U_SNOW D -0.35 -0.35 0.08 0.00 66.73 5 2 U_SNOW D -0.35 -0.35 0.08 37.80 66.73 6 3 U_SNOW D -0.35 -0.35 -0.08 0.00 28.93 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDL1 - 2 2 66.50 1.00 66.73 0.57 WINDR1 - 3 2 0.23 0.57 66.73 1.00 WINDL2 - 2 2 66.50 1.00 66.73 0.39 WINDR2 - 3 2 0.23 0.39 66.73 1.00 ROOFDES: -------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 3.5 5.0 30.0 30.8 0.0 29.1 0.44 0.00 0.00 1.416 0.20 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_Roof U21X1224A Page A105 of A157 16.0 -31.4 .. Purlins 16.0 -34.3 .. Panels 16.9 -3.2 -20.1 .. Long Bracing, Building 23.0 -7.3 .. Long Bracing, Wall Edge Zone 43.6 -29.1 23.3 .. Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 13.30 1.00 1.18 1.00 1.68 4 13.30 0.00 1.00 1.18 1.00 1.68 5 0.00 13.30 1.00 1.18 1.00 1.68 7 13.30 13.30 1.00 1.18 1.00 2.53 8 13.30 13.30 1.00 1.18 1.00 2.53 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 13.30 1.00 1.18 1.00 1.68 5 0.00 13.30 1.00 1.18 1.00 1.68 6 13.30 0.00 1.00 1.18 1.00 1.68 9 13.30 13.30 1.00 1.18 1.00 2.53 10 13.30 13.30 1.00 1.18 1.00 2.53 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load- --Add_Snow- Wind Wind Aux_Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 23 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 9 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 14 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 15 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 16 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 6 1.00 17 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 7 1.00 18 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 8 1.00 19 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 20 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 21 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 22 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 23 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 9 1.00 3 23 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 U21X1224A Page A106 of A157 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 9 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 14 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 15 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 16 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 6 1.00 17 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 7 1.00 18 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 8 1.00 19 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 20 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 21 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 22 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 23 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 9 1.00 BRACING DESIGN LOADS: --Load- --Add_Snow- Wind Wind Seis Aux_Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 14 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 11 1.03 1.03 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 1.03 1.03 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 13 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coef 9 1 MIN_SNOW 2 1 1.00 2 1.00 2 PAT_SL_1 1 3 0.50 3 PAT_SL_2 1 8 0.50 4 PAT_SL_3 2 3 0.50 4 0.50 5 PAT_SL_4 2 4 0.50 5 0.50 6 PAT_SL_5 2 5 0.50 6 0.50 7 PAT_SL_6 2 6 0.50 7 0.50 8 PAT_SL_7 2 7 0.50 8 0.50 9 UNB_SL 4 19 1.00 20 0.56 21 1.00 22 0.56 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx .. Conc U21X1224A Page A107 of A157 Add Id Id Load Type W1 W2 Dx1 Dx2 .. Dist 22 1 2 U_SNOW D -40.0 -40.0 0.0 66.7 2 3 U_SNOW D -40.0 -40.0 0.0 66.7 3 0 U_SNOW D -30.8 -30.8 0.0 22.2 4 0 U_SNOW D -30.8 -30.8 22.2 44.3 5 0 U_SNOW D -30.8 -30.8 44.3 66.5 6 0 U_SNOW D -30.8 -30.8 66.5 88.7 7 0 U_SNOW D -30.8 -30.8 88.7 110.8 8 0 U_SNOW D -30.8 -30.8 110.8 133.0 9 2 SEISL F 1.0 0.0 0.0 35.0 10 2 SEISR F 1.0 0.0 22.2 35.0 11 4 SEISL F 1.0 0.0 133.0 35.0 12 4 SEISR F 1.0 0.0 110.8 35.0 13 2 WINDL F 3.0 0.0 0.0 35.0 14 2 WINDR F 3.0 0.0 22.2 35.0 15 4 WINDL F 3.0 0.0 133.0 35.0 16 4 WINDR F 3.0 0.0 110.8 35.0 17 2 COLLAT D 0.1 0.1 66.0 67.0 18 3 COLLAT D 0.1 0.1 66.0 67.0 19 2 U_SNOW D -30.8 -30.8 0.0 66.7 20 2 U_SNOW D -30.8 -30.8 37.8 66.7 21 3 U_SNOW D -30.8 -30.8 0.0 66.7 22 3 U_SNOW D -30.8 -30.8 0.0 28.9 RIGID FRAME - 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 30.0 30.8 0.0 29.1 0.44 0 BASIC LOADS AT EAVE: Seismic --Torsion-- --EW_Brace- Load Wind Seis Wind Seis 1.39 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf ---Wind_1-- ---Wind_2-- ---Wind_3-- ---Wind_4-- Long_Wind Surface Id Left Right Left Right Left Right Left Right 1 2 Friction 1 0.43 -0.61 0.79 -0.25 0.00 0.00 0.00 0.00 -0.66 -0.66 0.00 2 -1.25 -0.71 -0.89 -0.35 0.00 0.00 0.00 0.00 -1.25 -0.71 0.00 3 -0.71 -1.25 -0.35 -0.89 0.00 0.00 0.00 0.00 -0.71 -1.25 0.00 4 -0.61 0.43 -0.25 0.79 0.00 0.00 0.00 0.00 -0.66 -0.66 0.00 *( * -----------------------------------------------------Load_Coefficients-------------------------------- --------------------- * ---Live--- -Add_Snow- --Wind_1-- --Wind_2-- --Wind_3-- --Wind_4-- Long_Wind --Seismic- Aux_Load *No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 72 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U21X1224A Page A108 of A157 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 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 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 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 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 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 30 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 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 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 U21X1224A Page A109 of A157 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 42 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 45 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 46 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 47 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 48 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 49 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 50 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 51 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 52 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 53 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 54 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 55 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.75 0.00 0.00 0 0.00 56 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.75 0.00 0.00 0 0.00 57 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 58 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 59 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 60 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 61 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 62 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 63 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 64 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 65 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 66 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U21X1224A Page A110 of A157 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 67 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 68 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 3 1 MIN_SNOW 2 1 1.00 2 1.00 2 F1UNB_SL_L 3 3 0.30 4 1.00 5 0.56 3 F1UNB_SL_R 3 4 0.30 3 1.00 6 0.56 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co Dl1 Dl2 .. Dist 8 1 2 U_SNOW D -0.47 -0.47 0.083 0.00 66.73 2 3 U_SNOW D -0.47 -0.47 -0.083 0.00 66.73 3 3 U_SNOW D -0.36 -0.36 -0.083 0.00 66.73 4 2 U_SNOW D -0.36 -0.36 0.083 0.00 66.73 5 2 U_SNOW D -0.36 -0.36 0.083 37.80 66.73 6 3 U_SNOW D -0.36 -0.36 -0.083 0.00 28.93 7 2 DEAD D -0.02 -0.03 0.083 4.01 66.73 8 3 DEAD D -0.03 -0.02 -0.083 0.00 62.72 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDL1 2 2 66.50 1.00 66.73 0.57 WINDR1 3 2 0.23 0.57 66.73 1.00 WINDL2 2 2 66.50 1.00 66.73 0.39 WINDR2 3 2 0.23 0.39 66.73 1.00 RIGID FRAME - 2: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 30.0 30.8 0.0 29.1 0.44 0 BASIC LOADS AT EAVE: Seismic --Torsion-- --EW_Brace- Load Wind Seis Wind Seis 2.13 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf ---Wind_1-- ---Wind_2-- ---Wind_3-- ---Wind_4-- Long_Wind Surface Id Left Right Left Right Left Right Left Right 1 2 Friction U21X1224A Page A111 of A157 1 0.22 -0.47 0.58 -0.11 0.00 0.00 0.00 0.00 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 0.00 0.00 0.00 0.00 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 0.00 0.00 0.00 0.00 -0.55 -0.87 0.00 4 -0.47 0.22 -0.11 0.58 0.00 0.00 0.00 0.00 -0.63 -0.63 0.00 *( * -----------------------------------------------------Load_Coefficients-------------------------------- --------------------- * ---Live--- -Add_Snow- --Wind_1-- --Wind_2-- --Wind_3-- --Wind_4-- Long_Wind --Seismic- Aux_Load *No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 72 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 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 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 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 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 U21X1224A Page A112 of A157 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 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 30 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 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 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 42 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 45 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 46 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 47 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 48 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 49 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 50 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 51 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 52 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 53 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 54 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 55 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U21X1224A Page A113 of A157 0.00 0.00 0.00 1.75 0.00 0.00 0 0.00 56 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.75 0.00 0.00 0 0.00 57 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 58 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 59 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 60 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 61 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 62 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 63 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 64 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 65 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 66 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 67 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 68 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 3 1 MIN_SNOW 2 1 1.00 2 1.00 2 F2UNB_SL_L 3 3 0.30 4 1.00 5 0.56 3 F2UNB_SL_R 3 4 0.30 3 1.00 6 0.56 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co Dl1 Dl2 .. Dist 6 1 2 U_SNOW D -0.88 -0.88 0.083 0.00 66.73 2 3 U_SNOW D -0.88 -0.88 -0.083 0.00 66.73 3 3 U_SNOW D -0.68 -0.68 -0.083 0.00 66.73 4 2 U_SNOW D -0.68 -0.68 0.083 0.00 66.73 5 2 U_SNOW D -0.68 -0.68 0.083 37.80 66.73 6 3 U_SNOW D -0.68 -0.68 -0.083 0.00 28.93 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef U21X1224A Page A114 of A157 4 WINDL1 2 2 66.50 1.00 66.73 0.63 WINDR1 3 2 0.23 0.63 66.73 1.00 WINDL2 2 2 66.50 1.00 66.73 0.37 WINDR2 3 2 0.23 0.37 66.73 1.00 ================================================================================ Bldg1 Reactions, Anchor Bolts, & Base Plates: 3/ 7/22 11:49am ================================================================================ ----- ----- -----Foundation_Loads(k )----- --------- ----------------- Frame Col Max_Pos_Val Max_Neg_Val Anc._Bolt Base_Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 1 B 7 0.7 0.4 8 -0.6 0.4 4 0.750 8.00 8.50 0.375 9 0.0 0.7 1 G 7 0.7 0.4 8 -0.6 0.4 4 0.750 8.00 8.50 0.375 9 0.0 0.7 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 7 J 10 4.4 -2.3 11 -3.6 -2.3 4 0.750 8.00 12.25 0.375 1 0.0 7.3 10 4.4 -2.3 7 F 10 8.2 -6.0 11 -7.4 -6.0 4 0.750 8.00 12.50 0.375 1 0.0 18.1 10 8.2 -6.0 7 E 12 8.9 -9.7 13 -8.0 -9.7 4 0.750 8.00 12.50 0.375 14 0.0 19.5 12 8.9 -9.7 7 D 15 8.9 -9.7 16 -8.0 -9.7 4 0.750 8.00 12.50 0.375 17 0.0 19.5 15 8.9 -9.7 7 C 7 8.2 -6.0 8 -7.4 -6.0 4 0.750 8.00 12.50 0.375 1 0.0 18.1 7 8.2 -6.0 7 A 7 4.4 -2.3 8 -3.6 -2.3 4 0.750 8.00 12.25 0.375 1 0.0 7.3 7 4.4 -2.3 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 1 A 1 26.4 47.9 2 -8.5 -10.3 4 1.000 12.00 37.13 0.500 1 J 3 8.5 -10.3 1 -26.4 47.9 4 1.000 12.00 37.13 0.500 1 -26.4 47.9 3 8.5 -10.3 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 2* A 1 49.0 82.0 2 -11.8 -15.1 6 1.250 10.00 18.00 0.750 4 3.3 -59.9 2* J 3 11.8 -15.1 1 -49.0 82.0 6 1.250 10.00 18.00 0.750 1 -49.0 82.0 4 -3.3 -59.9 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- ----------------------------------------------------------------------------- 2* Frame Lines:2 3 4 5 6 LOAD COMBINATIONS: ------------------ Id Combination ---- ------------------------------ 1 Dead+Collateral+MIN_SNOW 2 0.6Dead+0.6Wind_Left1 3 0.6Dead+0.6Wind_Right1 4 0.56Dead+1.75Seismic_LongL 5 Dead+Collateral+0.6Wind_Suction+0.6Wind_Long2L 6 Dead+Collateral+0.6Wind_Pressure+0.6Wind_Long2L 7 0.6Dead+0.6Wind_Suction+0.6Wind_Long2L 8 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2L 9 1.04Dead+1.04Collateral+0.7Seismic_Right 10 0.6Dead+0.6Wind_Suction+0.6Wind_Long1L U21X1224A Page A115 of A157 11 0.6Dead+0.6Wind_Pressure+0.6Wind_Long1L 12 0.6Dead+0.6Wind_Left1+0.6Wind_Suction 13 0.6Dead+0.6Wind_Left1+0.6Wind_Pressure 14 Dead+Collateral+E2UNB_SL_L 15 0.6Dead+0.6Wind_Right1+0.6Wind_Suction 16 0.6Dead+0.6Wind_Right1+0.6Wind_Pressure 17 Dead+Collateral+E2UNB_SL_R ================================================================================ Bldg1 Bracing Reactions Report: 3/ 7/22 11:49am ================================================================================ BUILDING BRACING REACTIONS: --------------------------- ------Reactions(k )------- ---Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic Notes ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- L_EW 1 (h) F_SW J 3 ,4 32.13 47.65 26.63 39.49 R_EW 7 E ,D 5.29 7.46 3.68 5.19 B_SW A 4 ,3 32.13 47.65 26.63 39.49 ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- (h)Rigid frame at endwall Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 ================================================================================ Bldg1 Additional Reactions Report: 3/ 7/22 11:49am ================================================================================ Rigid Frame Column Reactions(k ) -------------------------------- Frame Col ----Dead--- Collateral ----Live--- ----Snow--- Wind_Left1 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 A 4.8 11.0 2.4 4.1 14.4 24.6 14.8 25.3 -19.0 -28.2 1 J -4.8 11.0 -2.4 4.1 -14.4 24.6 -14.7 25.3 7.0 -18.5 Frame Col Wind_Right1 Wind_Left2 Wind_Right2 Wind_Long1 Wind_Long2 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 A -7.0 -18.5 -16.2 -19.6 -4.3 -9.9 -8.9 -26.4 -10.0 -20.3 1 J 19.0 -28.2 4.3 -9.9 16.2 -19.6 10.0 -20.3 8.9 -26.4 Frame Col -Seis_Left- -Seis_Right -MIN_SNOW- F1UNB_SL_L F1UNB_SL_R Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- U21X1224A Page A116 of A157 1 A -1.5 -0.7 1.5 0.7 19.2 32.8 12.2 24.7 12.2 14.2 1 J -1.5 0.7 1.5 -0.7 -19.2 32.8 -12.2 14.2 -12.2 24.7 ------------------------------------------------------------------------------ Frame Col ----Dead--- Collateral ----Live--- ----Snow--- Wind_Left1 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2* A 6.0 12.3 4.8 7.8 28.7 46.4 29.4 47.7 -25.7 -37.5 2* J -6.0 12.3 -4.8 7.8 -28.7 46.4 -29.4 47.7 10.6 -26.4 Frame Col Wind_Right1 Wind_Left2 Wind_Right2 Wind_Long1 Wind_Long2 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2* A -10.6 -26.4 -20.0 -21.3 -4.8 -10.2 -11.6 -35.3 -12.8 -28.6 2* J 25.7 -37.5 4.8 -10.2 20.0 -21.3 12.8 -28.6 11.6 -35.3 Frame Col -Seis_Left- -Seis_Right -MIN_SNOW- F2UNB_SL_L F2UNB_SL_R Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2* A -2.2 -1.1 2.2 1.1 38.2 61.9 24.2 46.5 24.2 27.0 2* J -2.2 1.1 2.2 -1.1 -38.2 61.9 -24.2 27.0 -24.2 46.5 ------------------------------------------------------------------------------ 2* Frame Lines:2 3 4 5 6 Endwall Column Reactions(k ) ----------------------------- Wind Wind Frame Col Dead Press Suct Line Line Vert Horz Horz ----- ---- ----- ----- ----- 1 B 0.6 -0.9 1.1 1 G 0.6 -0.9 1.1 ------------------------------------------------------------------------------ Wind Wind Wind Wind Frame Col Dead Collat Live Snow Left1 Right1 Left2 Right2 Line Line Vert Vert Vert Vert Vert Vert Vert Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 7 J 1.3 0.7 4.0 4.2 -4.6 -3.1 -3.0 -1.5 7 F 2.9 1.7 10.1 10.4 -12.4 -6.7 -8.7 -2.9 7 E 3.0 1.7 10.1 10.4 -11.6 -7.0 -8.4 -3.9 7 D 3.0 1.7 10.1 10.4 -7.0 -11.6 -3.9 -8.4 7 C 2.9 1.7 10.1 10.4 -6.7 -12.4 -2.9 -8.7 7 A 1.3 0.7 4.0 4.2 -3.1 -4.6 -1.5 -3.0 Wind Wind Wind Wind Seismic Seismic Frame Col Press Suct Long1 Long2 Left Right --MIN_SNOW-- Line Line Horz Horz Vert Vert Vert Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 7 J -6.0 7.4 -5.2 -3.1 0.00 -0.04 0.0 5.4 7 F -12.4 13.7 -13.0 -7.1 0.2 0.05 0.0 13.5 7 E -13.4 14.8 -11.0 -6.8 -0.2 0.01 0.0 13.5 7 D -13.4 14.8 -6.8 -11.0 0.01 -0.2 0.0 13.5 7 C -12.4 13.7 -7.1 -13.0 0.05 0.2 0.0 13.5 7 A -6.0 7.4 -3.1 -5.2 -0.04 0.00 0.0 5.4 U21X1224A Page A117 of A157 Frame Col -E2UNB_SL_L- -E2UNB_SL_R- Line Line Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- 7 J 0.0 4.0 0.0 1.4 7 F 0.0 11.3 0.0 2.5 7 E 0.0 14.8 0.0 4.3 7 D 0.0 4.3 0.0 14.8 7 C 0.0 2.5 0.0 11.3 7 A 0.0 1.4 0.0 4.0 ------------------------------------------------------------------------------ ================================================================================ Bldg1 Seismic Design Report: 3/ 7/22 11:49am ================================================================================ Building Data ------------- Code =IBC 15 Length = 133.00 Width = 133.00 Left Eave Height = 35.00 Right Eave Height = 35.00 Seismic Formula --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Sd1*Ie*W/(T*R) T(Moment_Frame) = 0.512 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) T(Braced_Frame) = 0.305 Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.477 Zone/Design Category= B Ie = 1.000 S1 = 0.080 Sd1 = 0.128 Sds = 0.318 Seismic Dead Load, W -------------------- Frame Dead = 2.00 (psf ) Roof Dead = 3.50 (psf ) Collateral = 5.00 (psf ) Snow ( 20%)= 6.16 (psf ) Roof Total = 16.66 (psf ) , Weight= 294.70 (k ) Left EW Dead = 2.50 (psf ) , Weight= 6.28 (k ) Front SW Dead = 2.50 (psf ) , Weight= 5.82 (k ) Right EW Dead = 2.50 (psf ) , Weight= 6.28 (k ) U21X1224A Page A118 of A157 Back SW Dead = 2.50 (psf ) , Weight= 5.82 (k ) ------- Total = 318.90 (k ) Seismic Forces -------------- Roof Bracing R = 3.00, Rho= 1.00 Cs = 0.1061 W = 307.26 (k ) Force, V = 32.60 (k ) Force, E = 32.60 (k ) Sidewall Bracing Front R = 3.00, Rho= 1.00, Omega= 1.00 Cs = 0.1061 W = 239.04 (k ) Force, V = 25.36 (k ) Force, Em = 25.36 (k ) Force, E = 25.36 (k ) Back R = 3.00, Rho= 1.00, Omega= 1.00 Cs = 0.1061 W = 239.04 (k ) Force, V = 25.36 (k ) Force, Em = 25.36 (k ) Force, E = 25.36 (k ) Endwall Bracing Right R = 3.00, Rho= 1.00, Omega= 2.50 Cs = 0.1061 W = 32.99 (k ) Force, V = 3.50 (k ) Force, Em = 8.75 (k ) Force, E = 3.50 (k ) Rigid Frames R = 3.00, Rho= 1.00 Cs = 0.0834 Frame 1 W = 33.33 (k ) Force, V = 2.78 (k ) (Vmax) Force, E = 2.78 (k ) Frame 2 W = 51.08 (k ) Force, V = 4.26 (k ) (Vmax) Force, E = 4.26 (k ) End Plates Frame R = 3.00, Rho= 1.00, Omega= 1.00 Total Base Shear Longitudinal Force, V = 50.72 (k ) Transverse Force, V = 27.58 (k ) Purlin & Bracing Results --- RoofDes.out ================================================================================ Bldg1 Purlin Layout(Surface 2) 3/ 7/22 11:59am ================================================================================ U21X1224A Page A119 of A157 PURLIN SYSTEM COMBINATIONS: --------------------------- System -------Purlin------ Added_Purlin Total Show ------Max_UC------ Id Depth Row Weight Row Weight Weight Report Purlin Panel Table ------ ----- --- ------- --- ------- ------- ------ ------ ----- ----- 1 9.5 15 10028.7 0 0.0 10028.7 Y 1.03 0.43 SURFACE LAYOUT: ---------------- Surface No. Peak Id Length Row Space ------- ------- --- ----- 2 66.731 15 1.333 PURLIN LOCATION: ---------------- Purlin Surf Load Dead Show ------Max_Load------ Id Offset Space Width Load Report Id UC Report Notes ------ ------ ----- ----- ----- ------ --- ---- --------- ------ 1 2.179 2.179 3.347 1.50 Y 3 0.66 Mom,Shr 2 6.694 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 3 11.210 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 4 15.726 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 5 20.241 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 6 24.757 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 7 29.272 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 8 33.788 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 9 38.304 4.516 4.516 1.11 Y 23 0.91 Mom,Shr 10 42.819 4.516 4.516 1.11 Y 23 1.03 Mom,Shr 11 47.335 4.516 4.516 1.11 Y 23 1.03 Mom,Shr 12 51.850 4.516 4.516 1.11 Y 23 1.03 Mom,Shr 13 56.366 4.516 4.516 1.11 Y 23 1.03 Mom,Shr 14 60.882 4.516 4.516 1.11 Y 23 1.03 Mom,Shr 15 65.397 4.516 3.591 1.40 Y 23 0.82 Mom,Shr 66.731 1.333 ----- Average= 1.15 LAYOUT: ------- Bay Design ---Lap(ft)-- No. Unit Total Id Part Length Left Right Strap Weight Weight ---- -------- ------ ----- ----- ----- ------ ------ LExt 95Z075 1.33 0 5.7 85.5 1 95Z075 20.83 2.94 2 101.6 1524.3 2 95Z075 22.17 2.94 2.94 2 119.9 1798.2 3 95Z067 22.17 2.94 2.94 2 107.1 1606.4 4 95Z067 22.17 2.94 2.94 2 107.1 1606.4 5 95Z075 22.17 2.94 2.94 2 119.9 1798.2 6 95Z075 21.17 2.94 2 103.0 1545.7 RExt 95Z075 1.00 0 4.3 64.1 ------ ------ Total(lb)= 668.6 10028.7 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+MIN_SNOW U21X1224A Page A120 of A157 23 - Dead+Collateral+UNB_SL ================================================================================ Bldg1 Purlin Layout(Surface 3) 3/ 7/22 11:59am ================================================================================ PURLIN SYSTEM COMBINATIONS: --------------------------- System -------Purlin------ Added_Purlin Total Show ------Max_UC------ Id Depth Row Weight Row Weight Weight Report Purlin Panel Table ------ ----- --- ------- --- ------- ------- ------ ------ ----- ----- 1 9.5 15 10028.7 0 0.0 10028.7 Y 1.03 0.43 SURFACE LAYOUT: ---------------- Surface No. Peak Id Length Row Space ------- ------- --- ----- 3 66.731 15 1.333 PURLIN LOCATION: ---------------- Purlin Surf Load Dead Show ------Max_Load------ Id Offset Space Width Load Report Id UC Report Notes ------ ------ ----- ----- ----- ------ --- ---- --------- ------ 1 1.333 1.333 3.591 1.40 Y 23 0.82 Mom,Shr 2 5.849 4.516 4.516 1.11 Y 23 1.03 Mom,Shr 3 10.364 4.516 4.516 1.11 Y 23 1.03 Mom,Shr 4 14.880 4.516 4.516 1.11 Y 23 1.03 Mom,Shr 5 19.396 4.516 4.516 1.11 Y 23 1.03 Mom,Shr 6 23.911 4.516 4.516 1.11 Y 23 1.03 Mom,Shr 7 28.427 4.516 4.516 1.11 Y 23 0.91 Mom,Shr 8 32.942 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 9 37.458 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 10 41.974 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 11 46.489 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 12 51.005 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 13 55.521 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 14 60.036 4.516 4.516 1.11 Y 3 0.89 Mom,Shr 15 64.552 4.516 3.347 1.50 Y 3 0.66 Mom,Shr 66.731 2.179 ----- Average= 1.15 LAYOUT: ------- Bay Design ---Lap(ft)-- No. Unit Total Id Part Length Left Right Strap Weight Weight ---- -------- ------ ----- ----- ----- ------ ------ LExt 95Z075 1.33 0 5.7 85.5 1 95Z075 20.83 2.94 2 101.6 1524.3 2 95Z075 22.17 2.94 2.94 2 119.9 1798.2 3 95Z067 22.17 2.94 2.94 2 107.1 1606.4 4 95Z067 22.17 2.94 2.94 2 107.1 1606.4 5 95Z075 22.17 2.94 2.94 2 119.9 1798.2 6 95Z075 21.17 2.94 2 103.0 1545.7 RExt 95Z075 1.00 0 4.3 64.1 ------ ------ Total(lb)= 668.6 10028.7 U21X1224A Page A121 of A157 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+MIN_SNOW 23 - Dead+Collateral+UNB_SL ================================================================================ Bldg1 In-Plane Roof Force 3/ 7/22 11:59am ================================================================================ Win (k )= Design load in the plane of the purlin web Wout(k )= Design load in the plane of the purlin flange Pl (k )= Force in plane of roof per anti-roll clip PURLIN ROLL FORCES: Surf Line Load --Roof_Load-- Id Id Id Win Wout Pl ---- ---- ---- ------ ------ ------ 2 1 3 36.95 3.08 0.08 2 2 3 69.58 5.80 -0.02 2 3 3 71.74 5.98 0.02 2 4 3 71.74 5.98 0.02 2 5 3 71.74 5.98 0.02 2 6 3 70.12 5.84 -0.02 2 7 3 37.49 3.12 0.08 3 1 3 36.95 -3.08 0.08 3 2 3 69.58 -5.80 -0.02 3 3 3 71.74 -5.98 0.02 3 4 3 71.74 -5.98 0.02 3 5 3 71.74 -5.98 0.02 3 6 3 70.12 -5.84 -0.02 3 7 3 37.49 -3.12 0.08 STANDARD CONNECTION: Surf Line Roll Force/Connection Stiff Deflection Id Id No. Attachment Id Thick Calc Limit UC Calc Calc Limit ---- ---- --- ------------- ------ ----- ----- ----- ---- ----- ----- ----- 2 RF 15 Weld clip @091 0.250 0.08 0.37 0.20 0.83 0.09 0.24 2 R_EW 15 Weld clip @091 0.250 0.08 0.37 0.20 0.83 0.09 0.24 3 RF 15 Weld clip @091 0.250 0.08 0.37 0.20 0.83 0.09 0.24 3 R_EW 15 Weld clip @091 0.250 0.08 0.37 0.20 0.83 0.09 0.24 PANEL SHEAR/DIAPHRAGM: Surf Line Panel_Shear -Deflection- Id Id Calc Limit Calc Limit ---- ---- ----- ----- ----- ----- * 2 RF 17.0 9999 1.04 0.74 * 2 R_EW 17.2 9999 0.99 0.74 * 3 RF 17.0 9999 1.04 0.74 * 3 R_EW 17.2 9999 0.99 0.74 ================================================================================ Bldg1 Roof Panel Design 3/ 7/22 11:59am ================================================================================ PANEL LAYOUT: ------------- Surf Surface No. Max ---Stiffness--- Id Part Type Gage Yield Length Purlin Space Rotation Shear U21X1224A Page A122 of A157 ---- -------- ---- ----- ----- ------- ------ ----- -------- ------ 2 NS4- SS 24.00 50.0 66.73 15 4.516 0.44 0.57 3 NS4- SS 24.00 50.0 66.73 15 4.516 0.44 0.57 PANEL STRENGTH: --------------- --------Support-------- ---------Midspan-------- Surf Load Moment(ft-lb/ft) Moment(ft-lb/ft) Id Area Id Offset Calc Limit Ratio Offset Calc Limit Ratio ---- -------- ---- ------ ----- ----- ----- ------ ----- ----- ----- 2 Left 1 60.9 59.3 216.3 0.27 63.4 -36.2 309.4 0.12 2 60.9 60.8 216.3 0.28 63.4 -37.2 309.4 0.12 3 60.9 78.3 216.3 0.36 63.4 -47.9 309.4 0.15 4 60.9 45.0 216.3 0.21 63.4 -27.5 309.4 0.09 5 60.9 46.1 216.3 0.21 63.4 -28.2 309.4 0.09 6 60.9 20.6 216.3 0.10 63.4 -12.6 309.4 0.04 7 6.7 -93.2 309.4 0.30 4.3 50.6 216.3 0.23 8 60.9 58.8 216.3 0.27 63.4 -35.9 309.4 0.12 9 6.7 -29.0 309.4 0.09 4.3 15.3 216.3 0.07 10 60.9 59.9 216.3 0.28 63.4 -36.6 309.4 0.12 11 6.7 -28.0 309.4 0.09 4.3 14.7 216.3 0.07 12 60.9 19.7 216.3 0.09 63.4 -12.0 309.4 0.04 13 6.7 -94.0 309.4 0.30 4.3 51.1 216.3 0.24 14 60.9 93.6 216.3 0.43 63.4 -57.2 309.4 0.18 2 Center 1 60.9 59.3 216.3 0.27 63.4 -36.2 309.4 0.12 2 60.9 60.8 216.3 0.28 63.4 -37.2 309.4 0.12 3 60.9 78.3 216.3 0.36 63.4 -47.9 309.4 0.15 4 60.9 45.0 216.3 0.21 63.4 -27.5 309.4 0.09 5 60.9 46.1 216.3 0.21 63.4 -28.2 309.4 0.09 6 60.9 20.6 216.3 0.10 63.4 -12.6 309.4 0.04 7 6.7 -61.4 309.4 0.20 4.3 33.2 216.3 0.15 8 60.9 58.8 216.3 0.27 63.4 -35.9 309.4 0.12 9 60.9 15.4 216.3 0.07 63.4 -9.4 309.4 0.03 10 60.9 59.9 216.3 0.28 63.4 -36.6 309.4 0.12 11 60.9 16.5 216.3 0.08 63.4 -10.1 309.4 0.03 12 60.9 19.7 216.3 0.09 63.4 -12.0 309.4 0.04 13 6.7 -62.2 309.4 0.20 4.3 33.6 216.3 0.16 14 60.9 93.6 216.3 0.43 63.4 -57.2 309.4 0.18 2 Right 1 60.9 59.3 216.3 0.27 63.4 -36.2 309.4 0.12 2 60.9 60.8 216.3 0.28 63.4 -37.2 309.4 0.12 3 60.9 78.3 216.3 0.36 63.4 -47.9 309.4 0.15 4 60.9 45.0 216.3 0.21 63.4 -27.5 309.4 0.09 5 60.9 46.1 216.3 0.21 63.4 -28.2 309.4 0.09 6 60.9 20.6 216.3 0.10 63.4 -12.6 309.4 0.04 7 6.7 -93.2 309.4 0.30 4.3 50.6 216.3 0.23 8 60.9 58.8 216.3 0.27 63.4 -35.9 309.4 0.12 9 6.7 -29.0 309.4 0.09 4.3 15.3 216.3 0.07 10 60.9 59.9 216.3 0.28 63.4 -36.6 309.4 0.12 11 6.7 -28.0 309.4 0.09 4.3 14.7 216.3 0.07 12 60.9 19.7 216.3 0.09 63.4 -12.0 309.4 0.04 13 6.7 -94.0 309.4 0.30 4.3 51.1 216.3 0.24 14 60.9 93.6 216.3 0.43 63.4 -57.2 309.4 0.18 ---- -------- ---- ------ ----- ----- ----- ------ ----- ----- ----- 3 Left 1 5.8 59.3 216.3 0.27 3.4 -36.2 309.4 0.12 2 5.8 60.8 216.3 0.28 3.4 -37.2 309.4 0.12 3 5.8 78.3 216.3 0.36 3.4 -47.9 309.4 0.15 4 5.8 45.0 216.3 0.21 3.4 -27.5 309.4 0.09 5 5.8 46.1 216.3 0.21 3.4 -28.2 309.4 0.09 6 5.8 20.6 216.3 0.10 3.4 -12.6 309.4 0.04 7 60.0 -93.2 309.4 0.30 62.4 50.6 216.3 0.23 8 5.8 58.8 216.3 0.27 3.4 -35.9 309.4 0.12 U21X1224A Page A123 of A157 9 60.0 -29.0 309.4 0.09 62.4 15.3 216.3 0.07 10 5.8 59.9 216.3 0.28 3.4 -36.6 309.4 0.12 11 60.0 -28.0 309.4 0.09 62.4 14.7 216.3 0.07 12 5.8 19.7 216.3 0.09 3.4 -12.0 309.4 0.04 13 60.0 -94.0 309.4 0.30 62.4 51.1 216.3 0.24 14 5.8 93.6 216.3 0.43 3.4 -57.2 309.4 0.18 3 Center 1 5.8 59.3 216.3 0.27 3.4 -36.2 309.4 0.12 2 5.8 60.8 216.3 0.28 3.4 -37.2 309.4 0.12 3 5.8 78.3 216.3 0.36 3.4 -47.9 309.4 0.15 4 5.8 45.0 216.3 0.21 3.4 -27.5 309.4 0.09 5 5.8 46.1 216.3 0.21 3.4 -28.2 309.4 0.09 6 5.8 20.6 216.3 0.10 3.4 -12.6 309.4 0.04 7 60.0 -61.4 309.4 0.20 62.4 33.2 216.3 0.15 8 5.8 58.8 216.3 0.27 3.4 -35.9 309.4 0.12 9 5.8 15.4 216.3 0.07 3.4 -9.4 309.4 0.03 10 5.8 59.9 216.3 0.28 3.4 -36.6 309.4 0.12 11 5.8 16.5 216.3 0.08 3.4 -10.1 309.4 0.03 12 5.8 19.7 216.3 0.09 3.4 -12.0 309.4 0.04 13 60.0 -62.2 309.4 0.20 62.4 33.6 216.3 0.16 14 5.8 93.6 216.3 0.43 3.4 -57.2 309.4 0.18 3 Right 1 5.8 59.3 216.3 0.27 3.4 -36.2 309.4 0.12 2 5.8 60.8 216.3 0.28 3.4 -37.2 309.4 0.12 3 5.8 78.3 216.3 0.36 3.4 -47.9 309.4 0.15 4 5.8 45.0 216.3 0.21 3.4 -27.5 309.4 0.09 5 5.8 46.1 216.3 0.21 3.4 -28.2 309.4 0.09 6 5.8 20.6 216.3 0.10 3.4 -12.6 309.4 0.04 7 60.0 -93.2 309.4 0.30 62.4 50.6 216.3 0.23 8 5.8 58.8 216.3 0.27 3.4 -35.9 309.4 0.12 9 60.0 -29.0 309.4 0.09 62.4 15.3 216.3 0.07 10 5.8 59.9 216.3 0.28 3.4 -36.6 309.4 0.12 11 60.0 -28.0 309.4 0.09 62.4 14.7 216.3 0.07 12 5.8 19.7 216.3 0.09 3.4 -12.0 309.4 0.04 13 60.0 -94.0 309.4 0.30 62.4 51.1 216.3 0.24 14 5.8 93.6 216.3 0.43 3.4 -57.2 309.4 0.18 PANEL DEFLECTION: ----------------- Surf Load -----Deflection(in)----- Id Area Id Offset Calc Limit Ratio ---- -------- ---- ------ ----- ----- ----- 2 Left 15 63.1 -0.01 0.90 0.01 16 63.1 -0.01 0.90 0.01 17 63.1 -0.01 0.90 0.01 18 63.1 -0.01 0.90 0.01 19 4.4 0.01 0.90 0.01 2 Center 15 63.1 -0.01 0.90 0.01 16 63.1 -0.01 0.90 0.01 17 63.1 -0.01 0.90 0.01 18 63.1 -0.01 0.90 0.01 19 4.4 0.01 0.90 0.01 2 Right 15 63.1 -0.01 0.90 0.01 16 63.1 -0.01 0.90 0.01 17 63.1 -0.01 0.90 0.01 18 63.1 -0.01 0.90 0.01 19 4.4 0.01 0.90 0.01 ---- -------- ---- ------ ----- ----- ----- 3 Left 15 3.6 -0.01 0.90 0.01 16 3.6 -0.01 0.90 0.01 17 3.6 -0.01 0.90 0.01 18 3.6 -0.01 0.90 0.01 19 62.3 0.01 0.90 0.01 U21X1224A Page A124 of A157 3 Center 15 3.6 -0.01 0.90 0.01 16 3.6 -0.01 0.90 0.01 17 3.6 -0.01 0.90 0.01 18 3.6 -0.01 0.90 0.01 19 62.3 0.01 0.90 0.01 3 Right 15 3.6 -0.01 0.90 0.01 16 3.6 -0.01 0.90 0.01 17 3.6 -0.01 0.90 0.01 18 3.6 -0.01 0.90 0.01 19 62.3 0.01 0.90 0.01 LOAD COMBINATION: ----------------- Load Id Description ---- ----------- 1 Dead+Live 2 Dead+Snow 3 Dead+MIN_SNOW 4 Dead+0.75Live 5 Dead+0.75Snow 6 Dead+0.6Wind_Pressure1 7 Dead+0.6Wind_Suction1 8 Dead+0.75Live+0.45Wind_Pressure1 9 Dead+0.75Live+0.45Wind_Suction1 10 Dead+0.75Snow+0.45Wind_Pressure1 11 Dead+0.75Snow+0.45Wind_Suction1 12 0.6Dead+0.6Wind_Pressure1 13 0.6Dead+0.6Wind_Suction1 14 Dead+UNB_SL 15 Live 16 Snow 17 MIN_SNOW 18 Dead+Wind_Pressure1 19 Dead+Wind_Suction1 ================================================================================ Bldg1 Attachment Loads 3/ 7/22 11:59am ================================================================================ ROOF LOADS: ----------- EW Attach -------------Wind------------- ----------Seismic(a)---------- Id Locate Wall1 Wall2 Roof React Wall1 Wall2 Roof React -- ------ ------ ------ ------ ------ ------ ------ ------ ------ 1 0.00 1.62 1.50 0.00 27.60 0.019 0.063 1.56 16.92 1 8.00 3.48 0.00 0.00 0.00 0.040 0.000 2.00 0.00 1 17.00 2.85 0.00 0.00 0.00 0.043 0.000 2.12 0.00 1 26.00 2.82 1.71 0.00 0.00 0.044 0.124 2.12 0.00 1 35.00 2.88 0.10 0.00 0.00 0.045 0.007 2.12 0.00 1 44.00 2.93 0.00 0.00 0.00 0.046 0.000 2.12 0.00 1 53.00 4.01 1.66 0.00 0.00 0.063 0.137 2.64 0.00 1 66.50 4.06 0.04 0.00 0.00 0.064 0.003 3.17 0.00 1 80.00 4.01 1.66 0.00 0.00 0.063 0.137 2.64 0.00 1 89.00 2.93 0.00 0.00 0.00 0.046 0.000 2.12 0.00 1 98.00 2.88 0.10 0.00 0.00 0.045 0.007 2.12 0.00 1 107.00 2.82 1.71 0.00 0.00 0.044 0.124 2.12 0.00 1 116.00 2.85 0.00 0.00 0.00 0.043 0.000 2.12 0.00 1 125.00 3.48 0.00 0.00 0.00 0.040 0.000 2.00 0.00 1 133.00 1.62 1.50 0.00 27.60 0.019 0.063 1.56 16.92 -- ------ ------ ------ ------ ------ ------ ------ ------ ------ 3 0.00 5.41 1.50 0.00 27.60 0.062 0.063 3.73 16.92 U21X1224A Page A125 of A157 3 26.50 8.34 1.80 0.00 0.00 0.131 0.131 6.25 0.00 3 53.17 8.86 1.30 0.00 0.00 0.139 0.108 4.70 0.00 3 66.50 0.00 0.77 0.00 0.00 0.000 0.064 3.13 0.00 3 79.83 8.86 1.30 0.00 0.00 0.139 0.108 4.70 0.00 3 106.50 8.34 1.80 0.00 0.00 0.131 0.131 6.25 0.00 3 133.00 5.41 1.50 0.00 27.60 0.062 0.063 3.73 16.92 ROOF SHEAR: ----------- EW Attach_Locate Id Start End Wind Seismic(a) -- ------ ------ ------- ---------- 1 0.00 8.00 24.48 15.28 1 8.00 17.00 21.00 13.24 1 17.00 26.00 18.15 11.08 1 26.00 35.00 13.63 8.80 1 35.00 44.00 10.65 6.63 1 44.00 53.00 7.72 4.47 1 53.00 66.50 2.05 1.62 1 66.50 80.00 -2.05 -1.62 1 80.00 89.00 -7.72 -4.47 1 89.00 98.00 -10.65 -6.63 1 98.00 107.00 -13.63 -8.80 1 107.00 116.00 -18.15 -11.08 1 116.00 125.00 -21.01 -13.24 1 125.00 133.00 -24.49 -15.28 -- ------ ------ ------- ---------- 3 0.00 26.50 20.69 13.06 3 26.50 53.17 10.55 6.55 3 53.17 66.50 0.38 1.60 3 66.50 79.83 -0.38 -1.60 3 79.83 106.50 -10.55 -6.55 3 106.50 133.00 -20.69 -13.06 (a)Seismic results based on base shear values LOAD COMBINATIONS: ------------------ Max Wind Coeff = 0.600 Max Seismic Coeff = 0.991 SIDEWALL ADDITIONAL LOADS: -------------------------- Sw Id Locate Height BasicId Force -- ------ ------ ------- ----- 2 0.0 35.0 SEISL 0.5 2 22.2 35.0 SEISR 0.5 2 0.0 35.0 WINDL 3.0 2 22.2 35.0 WINDR 3.0 4 133.0 35.0 SEISL 0.5 4 110.8 35.0 SEISR 0.5 4 133.0 35.0 WINDL 3.0 4 110.8 35.0 WINDR 3.0 SEISMIC LOAD: ------------- Seismic Coeff= 0.106 Roof Dead= 10.500 Roof Snow= 6.160 Roof Total= 16.660 U21X1224A Page A126 of A157 Left EW Dead= 2.500 Front SW Dead= 2.500 Right EW Dead= 2.500 Back SW Dead= 2.500 ================================================================================ Bldg1 Roof Diagonal Bracing 3/ 7/22 11:59am ================================================================================ PANEL SHEAR: ------------ Wind Seismic Length Calc Calc Limit ------ ------ ------- ------ 133.00 110.5 284.5 0.0 DIAGONAL BRACING: ----------------- Brace_Tension(k ) Bay Brace_Locate ------Diag_Brace----- ----Wind---- ---Seismic-- Max Id Start End Type Size Part Calc Limit Calc Limit UC KL/R --- ------- ------- ---- ------ -------- ----- ----- ----- ----- ---- ---- 1 0.00 8.00 R 0.875 RD07- 13.40 14.66 8.07 14.66 0.91 8.00 17.00 R 0.875 RD07- 11.35 14.66 7.08 14.66 0.77 17.00 26.00 R 0.875 RD07- 9.50 14.66 5.91 14.66 0.65 26.00 35.00 R 0.875 RD07- 7.68 14.66 4.73 14.66 0.52 35.00 44.00 R 0.625 RD05- 5.81 7.35 3.55 7.35 0.79 44.00 53.00 R 0.625 RD05- 3.91 7.35 2.36 7.35 0.53 53.00 66.50 R 0.625 RD05- 1.43 7.35 0.96 7.35 0.19 66.50 80.00 R 0.625 RD05- 1.43 7.35 0.96 7.35 0.19 80.00 89.00 R 0.625 RD05- 3.91 7.35 2.37 7.35 0.53 89.00 98.00 R 0.625 RD05- 5.81 7.35 3.55 7.35 0.79 98.00 107.00 R 0.875 RD07- 7.68 14.66 4.73 14.66 0.52 107.00 116.00 R 0.875 RD07- 9.50 14.66 5.91 14.66 0.65 116.00 125.00 R 0.875 RD07- 11.35 14.66 7.08 14.66 0.77 125.00 133.00 R 0.875 RD07- 13.40 14.66 8.07 14.66 0.91 3 0.00 26.50 R 1.000 RD08- 16.13 19.14 10.11 19.14 0.84 26.50 53.17 R 0.875 RD07- 8.34 14.66 5.09 14.66 0.57 53.17 66.50 R 0.625 RD05- 0.00 7.35 0.91 7.35 0.12 66.50 79.83 R 0.625 RD05- 0.00 7.35 0.91 7.35 0.12 79.83 106.50 R 0.875 RD07- 8.34 14.66 5.09 14.66 0.57 106.50 133.00 R 1.000 RD08- 16.13 19.14 10.11 19.14 0.84 ================================================================================ Bldg1 Sidewall Diagonal Bracing 3/ 7/22 11:59am ================================================================================ PANEL SHEAR: ------------ Wall Base Wind Seismic Id Length Calc Calc Limit ---- ------ ----- ------- ----- 2 78.8 232.9 547.2 0.0 4 78.8 232.9 547.2 0.0 DIAGONAL BRACING: ----------------- U21X1224A Page A127 of A157 Brace_Tension(k ) Wall Bay Brace_Locate ------Diag_Brace---- ----Wind--- --Seismic-- Max Id Id Bot Top Type Size Part Calc Limit Calc Limit UC KL/R ---- ----- ----- ----- ---- ------ -------- ----- ----- ----- ----- ---- ---- 2 3 0.0 18.0 R 1.250 RD10- 23.39 29.91 21.99 29.91 0.78 18.0 35.0 R 1.250 RD10- 22.34 29.91 21.00 29.91 0.75 4 4 0.0 18.0 R 1.250 RD10- 23.39 29.91 21.99 29.91 0.78 18.0 35.0 R 1.250 RD10- 22.34 29.91 21.00 29.91 0.75 Front Sidewall Results --- SwDes-F.out ================================================================================ Bldg1 Wall 2 - Bypass Girt Layout 3/ 7/22 1:46am ================================================================================ GIRT LAYOUT: ------------ Des Bay Bay_Offset Design ---Extend-- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 4.00 1 2 08Z060 0.00 22.17 22.17 0.00 1.19 67.1 WS 0.60 Mom+Shr D 3 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.61 Mom+Shr D 4 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.44 Mom+Shr D 5 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.62 Mom+Shr D 6 08Z060 0.00 22.17 21.83 1.19 0.00 66.1 WS 0.74 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.50 2 2 08Z060 0.00 22.17 22.17 0.00 1.19 67.1 WS 0.63 Mom+Shr D 3 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.64 Mom+Shr D 4 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.46 Mom+Shr D 5 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.65 Mom+Shr D 6 08Z060 0.00 22.17 21.83 1.19 0.00 66.1 WS 0.77 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 11.83 3 2 08Z060 0.00 22.17 22.17 0.00 1.19 67.1 WS 0.80 Moment D 3 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WP 0.72 Moment D 4 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.51 Mom+Shr D 5 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.72 Mom+Shr D 6 08Z060 0.00 22.17 21.83 1.19 0.00 66.1 WS 0.86 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 16.17 4 2 08Z060 0.00 22.17 22.17 0.00 1.19 67.1 WS 0.76 Moment D 3 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WP 0.68 Moment D 4 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.48 Mom+Shr D 5 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.68 Mom+Shr D 6 08Z060 0.00 22.17 21.83 1.19 0.00 66.1 WS 0.81 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 20.00 5 2 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.95 Moment D 6 3 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.95 Moment D 7 4 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.95 Moment D 8 5 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.95 Moment D 9 6 08Z089 0.00 22.17 21.83 0.00 0.00 93.0 WS 0.86 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 24.00 10 2 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.99 Moment U 11 3 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.99 Moment U 12 4 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.99 Moment U 13 5 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.99 Moment U 14 6 08Z089 0.00 22.17 21.83 0.00 0.00 93.0 WS 0.90 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 28.17 15 2 08Z060 0.00 22.17 22.17 0.00 1.19 67.1 WS 0.75 Moment D 3 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WP 0.67 Moment D 4 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.47 Mom+Shr D U21X1224A Page A128 of A157 5 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.67 Mom+Shr D 6 08Z060 0.00 22.17 21.83 1.19 0.00 66.1 WS 0.80 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 32.08 16 2 08Z060 0.00 22.17 22.17 0.00 1.19 67.1 WS 0.62 Moment D 3 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WP 0.55 Moment D 4 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.39 Mom+Shr D 5 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.55 Mom+Shr D 6 08Z060 0.00 22.17 21.83 1.19 0.00 66.1 WS 0.66 Moment D WP - 0.6Wind_Pressure WS - 0.6Wind_Suction Back Sidewall Results --- SwDes-B.out ================================================================================ Bldg1 Wall 4 - Bypass Girt Layout 3/ 7/22 1:46am ================================================================================ GIRT LAYOUT: ------------ Des Bay Bay_Offset Design ---Extend-- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 4.00 1 1 08Z060 0.00 22.17 21.83 0.00 1.19 66.1 WS 0.62 Mom+Shr D 2 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.62 Mom+Shr D 3 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.44 Mom+Shr D 4 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.61 Mom+Shr D 5 08Z060 0.00 22.17 22.17 1.19 0.00 67.1 WS 0.70 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.50 2 1 08Z060 0.00 22.17 21.83 0.00 1.19 66.1 WS 0.64 Mom+Shr D 2 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.65 Mom+Shr D 3 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.46 Mom+Shr D 4 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.64 Mom+Shr D 5 08Z060 0.00 22.17 22.17 1.19 0.00 67.1 WS 0.73 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 11.83 3 1 08Z060 0.00 22.17 21.83 0.00 1.19 66.1 WS 0.86 Moment D 2 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.72 Mom+Shr D 3 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.51 Mom+Shr D 4 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WP 0.72 Moment D 5 08Z060 0.00 22.17 22.17 1.19 0.00 67.1 WS 0.80 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 16.17 4 1 08Z060 0.00 22.17 21.83 0.00 1.19 66.1 WS 0.81 Moment D 2 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.68 Mom+Shr D 3 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.48 Mom+Shr D 4 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WP 0.68 Moment D 5 08Z060 0.00 22.17 22.17 1.19 0.00 67.1 WS 0.76 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 20.00 5 1 08Z089 0.00 22.17 21.83 0.00 0.00 93.0 WS 0.86 Moment D 6 2 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.95 Moment D 7 3 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.95 Moment D 8 4 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.95 Moment D 9 5 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.95 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 24.00 10 1 08Z089 0.00 22.17 21.83 0.00 0.00 93.0 WS 0.90 Moment D 11 2 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.99 Moment U 12 3 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.99 Moment U 13 4 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.99 Moment U 14 5 08C060 0.00 22.17 22.17 0.00 0.00 63.7 WS 0.99 Moment U ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 28.17 15 1 08Z060 0.00 22.17 21.83 0.00 1.19 66.1 WS 0.80 Moment D U21X1224A Page A129 of A157 2 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.67 Mom+Shr D 3 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.47 Mom+Shr D 4 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WP 0.67 Moment D 5 08Z060 0.00 22.17 22.17 1.19 0.00 67.1 WS 0.75 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 32.08 16 1 08Z060 0.00 22.17 21.83 0.00 1.19 66.1 WS 0.66 Moment D 2 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.55 Mom+Shr D 3 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WS 0.39 Mom+Shr D 4 08Z060 0.00 22.17 22.17 1.19 1.19 70.5 WP 0.55 Moment D 5 08Z060 0.00 22.17 22.17 1.19 0.00 67.1 WS 0.62 Moment D WP - 0.6Wind_Pressure WS - 0.6Wind_Suction Left Endwall Results --- EwDes-L.out ================================================================================ Bldg1 Wall 1 - Flush Girt Layout 3/ 7/22 1:48am ================================================================================ GIRT LAYOUT: ------------ Bay Girt Bay_Offset Design Load ---Max_Load--- Id Id Locate Part Start End Length Weight Width Id UC Report Rot --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 1 1 4.000 08Z060 0.00 4.00 3.67 10.5 3.75 WS 0.05 Shear D 2 7.500 08Z060 0.00 4.00 3.67 10.5 3.92 WS 0.05 Shear D 3 11.833 08Z060 0.00 4.00 3.67 10.5 4.33 WS 0.06 Shear D 4 16.167 08Z060 0.00 4.00 3.67 10.5 4.08 WS 0.05 Shear D 5 20.000 08Z060 0.00 4.00 3.67 10.5 3.92 WS 0.05 Shear D 6 24.000 08Z060 0.00 4.00 3.67 10.5 4.08 WS 0.05 Shear D 7 28.167 08Z060 0.00 4.00 3.67 10.5 4.04 WS 0.05 Shear D 8 32.083 08Z060 0.00 4.00 3.67 10.5 3.57 WS 0.05 Shear D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 2 9 32.083 08Z060 0.00 4.00 3.33 9.6 3.16 WS 0.04 Shear D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 3 10 32.083 08Z060 0.00 9.00 8.33 23.9 3.53 WS 0.16 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 4 11 32.083 08Z060 0.00 9.00 8.33 23.9 3.91 WS 0.16 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 5 12 32.083 08Z060 0.00 9.00 8.33 23.9 3.33 WS 0.14 Moment D 13 36.000 08Z060 0.00 9.00 8.33 23.9 2.91 WS 0.12 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 6 14 32.083 08Z060 0.00 9.00 8.33 23.9 3.33 WS 0.14 Moment D 15 36.000 08Z060 0.00 9.00 8.33 23.9 3.28 WS 0.13 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 7 16 32.083 08Z060 0.00 9.00 8.33 23.9 3.33 WS 0.14 Moment D 17 36.000 08Z060 0.00 9.00 8.33 23.9 3.66 WS 0.15 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 8 18 32.083 08Z060 0.00 9.00 8.33 23.9 3.33 WS 0.14 Moment D 19 36.000 08Z060 0.00 9.00 8.33 23.9 4.03 WS 0.17 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 9 20 31.000 08C060 0.00 9.00 9.00 25.8 1.37 WS 0.12 Moment D 21 32.083 08Z060 0.00 2.00 1.33 3.8 2.50 WS 0.01 Shear D 22 32.083 08Z060 2.00 7.00 4.83 13.9 0.10 WS 0.00 Shear D 23 32.083 08Z060 7.00 9.00 1.33 3.8 2.50 WS 0.01 Shear D 24 36.000 08C060 0.00 9.00 9.00 25.8 4.23 WS 0.19 Moment U --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 10 25 32.083 08Z060 0.00 9.00 8.33 23.9 3.33 WS 0.14 Moment D 26 36.000 08Z060 0.00 9.00 8.33 23.9 4.03 WS 0.17 Moment D U21X1224A Page A130 of A157 --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 11 27 32.083 08Z060 0.00 9.00 8.33 23.9 3.33 WS 0.14 Moment D 28 36.000 08Z060 0.00 9.00 8.33 23.9 3.66 WS 0.15 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 12 29 32.083 08Z060 0.00 9.00 8.33 23.9 3.33 WS 0.14 Moment D 30 36.000 08Z060 0.00 9.00 8.33 23.9 3.28 WS 0.13 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 13 31 32.083 08Z060 0.00 9.00 8.33 23.9 3.33 WS 0.14 Moment D 32 36.000 08Z060 0.00 9.00 8.33 23.9 2.91 WS 0.12 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 14 33 32.083 08Z060 0.00 9.00 8.33 23.9 3.91 WS 0.16 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 15 34 32.083 08Z060 0.00 9.00 8.33 23.9 3.53 WS 0.16 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 16 35 32.083 08Z060 0.00 4.00 3.33 9.6 3.16 WS 0.04 Shear D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 17 36 4.000 08Z060 0.00 4.00 3.67 10.5 3.75 WS 0.05 Shear D 37 7.500 08Z060 0.00 4.00 3.67 10.5 3.92 WS 0.05 Shear D 38 11.833 08Z060 0.00 4.00 3.67 10.5 4.33 WS 0.06 Shear D 39 16.167 08Z060 0.00 4.00 3.67 10.5 4.08 WS 0.05 Shear D 40 20.000 08Z060 0.00 4.00 3.67 10.5 3.92 WS 0.05 Shear D 41 24.000 08Z060 0.00 4.00 3.67 10.5 4.08 WS 0.05 Shear D 42 28.167 08Z060 0.00 4.00 3.67 10.5 4.04 WS 0.05 Shear D 43 32.083 08Z060 0.00 4.00 3.67 10.5 3.57 WS 0.05 Shear D WS - 0.6Wind_Suction Right Endwall Results --- EwDes-R.out ================================================================================ Bldg1 Wall 3 - Bypass Girt Layout 3/ 7/22 1:51am ================================================================================ GIRT LAYOUT: ------------ Des Bay Bay_Offset Design ---Extend-- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 4.00 1 1 08Z060 0.00 4.33 3.67 0.00 0.00 10.5 WS 0.05 Shear D 2 1 08Z060 4.33 7.67 3.17 0.00 0.00 9.1 WS 0.00 Shear D 3 1 08Z060 7.67 12.00 3.67 0.00 0.00 10.5 WS 0.05 Shear D 4 1 08Z060 24.00 26.50 2.17 0.00 0.00 6.2 WS 0.91 Mom+Shr D 2 08Z060 0.00 26.67 26.67 0.00 1.52 81.0 WS 0.75 Mom+Shr D 3 08Z060 0.00 26.67 26.67 1.52 1.52 85.3 WS 0.69 Mom+Shr D 4 08Z060 0.00 26.67 26.67 1.52 1.52 85.3 WS 0.85 Mom+Shr D 5 08Z067 0.00 26.50 26.17 1.52 0.00 88.8 WS 0.92 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.50 5 1 08Z060 0.00 12.00 11.33 0.00 0.00 32.5 WS 0.38 Moment D 6 1 08Z060 24.00 26.50 2.17 0.00 0.00 6.2 WS 0.95 Mom+Shr D 2 08Z060 0.00 26.67 26.67 0.00 1.52 81.0 WS 0.78 Mom+Shr D 3 08Z060 0.00 26.67 26.67 1.52 1.52 85.3 WS 0.72 Mom+Shr D 4 08Z060 0.00 26.67 26.67 1.52 1.52 85.3 WS 0.88 Mom+Shr D 5 08Z067 0.00 26.50 26.17 1.52 0.00 88.8 WS 0.96 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 11.83 7 1 08z075 (a) 0.00 26.50 26.17 0.00 1.52 177.6 WS 0.96 Moment D 2 08Z075 0.00 26.67 26.67 1.52 1.52 106.6 WS 0.88 Moment D 3 08Z060 0.00 26.67 26.67 1.52 1.52 85.3 WS 0.70 Mom+Shr D 4 08Z060 0.00 26.67 26.67 1.52 1.52 85.3 WP 0.97 Moment D 5 08Z075 0.00 26.50 26.17 1.52 0.00 99.4 WS 0.93 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- U21X1224A Page A131 of A157 16.17 8 1 08Z067 0.00 26.50 26.17 0.00 1.52 88.8 WS 1.01 Moment D 2 08Z060 0.00 26.67 26.67 1.52 1.52 85.3 WP 0.93 Moment D 3 08Z060 0.00 26.67 26.67 1.52 1.52 85.3 WS 0.65 Mom+Shr D 4 08Z060 0.00 26.67 26.67 1.52 1.52 85.3 WP 0.93 Moment D 5 08Z067 0.00 26.50 26.17 1.52 0.00 88.8 WS 1.01 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 20.00 9 1 08C105 0.00 26.50 26.17 0.00 0.00 131.5 WS 1.02 Moment D 10 2 08C089 0.00 26.67 26.67 0.00 0.00 113.6 WS 0.94 Moment D 11 3 08C089 0.00 26.67 26.67 0.00 0.00 113.6 WS 0.94 Moment D 12 4 08S075 0.00 26.67 26.67 0.00 0.00 114.0 WS 1.00 Moment D 13 5 08C105 0.00 26.50 26.17 0.00 0.00 131.5 WS 1.02 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 24.00 14 1 08S089 0.00 26.50 26.17 0.00 0.00 131.5 WS 0.93 Moment U 15 2 08C089 0.00 26.67 26.67 0.00 0.00 113.6 WS 0.98 Moment U 16 3 08C089 0.00 26.67 26.67 0.00 0.00 113.6 WS 0.98 Moment U 17 4 08S089 0.00 26.67 26.67 0.00 0.00 114.0 WS 0.86 Moment U 18 5 08S099 0.00 26.50 26.17 0.00 0.00 131.5 WS 0.92 Moment U ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 28.17 19 1 08Z067 0.00 26.50 26.17 0.00 1.52 88.8 WS 1.03 Moment D 2 08Z060 0.00 26.67 26.67 1.52 1.52 85.3 WP 0.91 Moment D 3 08Z067 0.00 26.67 26.67 1.52 1.52 95.3 WS 0.99 Moment D 4 08Z060 0.00 26.67 26.67 1.52 1.52 85.3 WP 0.89 Moment D 5 08Z067 0.00 26.50 26.17 1.52 0.00 88.8 WS 1.03 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 32.08 20 1 08Z089 0.00 26.50 26.17 0.00 1.52 99.4 WS 0.78 Moment D 2 08Z060 0.00 26.67 26.67 1.52 1.52 85.3 WP 1.03 Moment D 3 08Z060 0.00 10.00 9.67 1.52 0.00 32.1 WP 0.44 Moment D 21 3 08Z060 10.00 15.00 4.83 0.00 0.00 13.9 WS 0.00 Shear D 22 3 08Z060 15.00 26.67 11.33 0.00 1.52 36.9 WP 0.44 Moment D 4 08Z060 0.00 26.67 26.67 1.52 1.52 85.3 WP 1.03 Moment D 5 08Z089 0.00 26.50 26.17 1.52 0.00 99.4 WS 0.78 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 36.00 23 2 08Z099 0.00 26.67 26.67 0.00 0.00 126.3 WS 0.99 Moment U 24 3 C8x18.75 0.00 26.67 26.67 0.00 0.00 500.0 WS 1.01 Moment U 25 4 08Z099 0.00 26.67 26.67 0.00 0.00 126.3 WS 0.99 Moment U (a)Nested girt WP - 0.6Wind_Pressure WS - 0.6Wind_Suction U21X1224A Page A132 of A157 Nucor Building Systems P.O. Box 907 1050 North Watery Lane Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR Crisak, Inc. 37174 Devon Wick Ln Purcellville, VA 20132 Kuhn Aviation Hangar Bldg4 BUILDING LAYOUT Width (ft)= 171.0 Length (ft)= 23.5 Eave Height (ft)= 33.4/ 33.4 Roof Slope (rise/12 )= 1.00/ 1.00 BUILDING LOADS Roof Dead Load (psf )= 3.5 Wall Dead Load Left Endwall (psf )= 2.5 Right Endwall (psf )= 2.5 Front Sidewall(psf )= 2.5 Back Sidewall(psf )= 2.5 Live Load (psf )= 30.0 Collateral Load (psf )= 5.0 Snow Load (psf )= 30.8 Minimum Snow (psf )= 40.0 Wind Speed (mph )= 115.0 Wind Code = IBC 15 Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= B Seismic Coeff (Fa*Ss) = 0.48 ------------------------------- Designer : Detailer : eng U21X1224A Page A133 of A157 3/14/22 ================================================================================ Bldg4 Design Loads For Building Components: 3/14/22 5:49am ================================================================================ FRONT SIDEWALL: --------------- BASIC LOADS: Basic Wind_Load_Ratio Wind Deflect Factor 17.6 0.70 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 11.83 0.00 3.00 0.00 1.50 1.83 1.50 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 24.9 -27.0 .. Girt/Header 31.1 -31.1 .. Panel 24.9 -27.0 .. Jamb 0.0 0.0 .. Parapet BACK SIDEWALL: --------------- BASIC LOADS: Basic Wind_Load_Ratio Wind Deflect Factor 28.8 0.44 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 3.00 0.00 11.83 0.00 1.50 1.83 1.50 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 24.9 -27.0 .. Girt/Header 31.1 -31.1 .. Panel 24.9 -27.0 .. Jamb 0.0 0.0 .. Parapet LEFT ENDWALL: -------------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Load Load Load Load Load Wind Deflect Factor 3.5 5.0 30.0 30.8 0.0 28.8 0.44 0.60 U21X1224A Page A134 of A157 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 12.50 0.00 12.50 0.00 1.50 1.83 1.50 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.50 0.00 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 24.9 -27.0 .. Column 24.9 -27.0 .. Girt/Header 24.9 -27.0 .. Jamb 31.1 -31.1 .. Panel 43.2 -28.8 .. Parapet 43.2 -28.8 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Surf ---Wind_1-- ---Wind_2-- -Long_Wind- Surface Id Left Right Left Right 1 2 Friction 1 0.46 -0.35 0.76 0.01 -0.77 -0.41 0.00 2 -0.94 -0.44 0.03 0.03 -1.24 0.03 0.00 3 -0.44 -0.94 0.03 0.03 -1.24 0.03 0.00 4 -0.40 0.40 0.01 0.76 -0.77 -0.41 0.00 COLUMN, RAFTER & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind_1 Wind_2 Long_Wind Column_Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 106 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 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 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 U21X1224A Page A135 of A157 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 U21X1224A Page A136 of A157 45 0.60 0.00 0.00 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0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 U21X1224A Page A137 of A157 0.00 0 0.00 76 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 77 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 78 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 79 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 80 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 81 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 82 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 83 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 84 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 85 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 86 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 87 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 88 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 89 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 90 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 91 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 92 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 93 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 94 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 95 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 96 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 97 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 98 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 99 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 100 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 101 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 102 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 103 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 104 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 105 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 U21X1224A Page A138 of A157 106 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 3 1 MIN_SNOW 2 1 1.00 2 1.00 2 E1UNB_SL_L 3 3 0.30 4 1.00 5 0.64 3 E1UNB_SL_R 3 4 0.30 3 1.00 6 0.64 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dl1 Dl2 .. Dist 6 1 2 U_SNOW D -0.50 -0.50 0.08 0.00 85.80 2 3 U_SNOW D -0.50 -0.50 -0.08 0.00 85.80 3 3 U_SNOW D -0.38 -0.38 -0.08 0.00 85.80 4 2 U_SNOW D -0.38 -0.38 0.08 0.00 85.80 5 2 U_SNOW D -0.38 -0.38 0.08 53.13 85.80 6 3 U_SNOW D -0.38 -0.38 -0.08 0.00 32.67 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDL1 - 1 5 15.00 1.00 20.00 1.09 25.00 1.15 30.00 1.22 33.42 1.33 WINDL1 - 2 3 33.53 1.00 67.07 0.64 85.80 0.46 WINDR1 - 3 5 18.73 1.00 52.26 0.64 0.00 1.00 18.73 0.46 85.80 1.00 WINDR1 - 4 5 3.42 1.33 8.42 1.22 13.42 1.15 18.42 1.09 33.42 1.00 WINDL2 - 1 5 15.00 1.00 20.00 1.04 25.00 1.08 30.00 1.12 33.42 1.17 WINDR2 - 4 5 3.42 1.17 8.42 1.12 13.42 1.08 18.42 1.04 33.42 1.00 RIGHT ENDWALL: -------------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Load Load Load Load Load Wind Deflect Factor 3.5 5.0 30.0 30.8 0.0 28.8 0.44 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 12.50 0.00 12.50 0.00 1.50 1.83 1.50 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.50 0.00 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind U21X1224A Page A139 of A157 Press Suct 24.9 -27.0 .. Column 24.9 -27.0 .. Girt/Header 24.9 -27.0 .. Jamb 31.1 -31.1 .. Panel 43.2 -28.8 .. Parapet 43.2 -28.8 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Surf ---Wind_1-- ---Wind_2-- -Long_Wind- Surface Id Left Right Left Right 1 2 Friction 1 0.46 -0.35 0.76 0.01 -0.77 -0.41 0.00 2 -0.94 -0.44 0.03 0.03 -1.24 0.03 0.00 3 -0.44 -0.94 0.03 0.03 -1.24 0.03 0.00 4 -0.40 0.40 0.01 0.76 -0.77 -0.41 0.00 COLUMN, RAFTER & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind_1 Wind_2 Long_Wind Column_Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 106 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 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 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 U21X1224A Page A140 of A157 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 U21X1224A Page A141 of A157 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 55 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 56 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 57 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 58 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 59 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 60 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 61 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 62 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 63 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 64 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 65 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 66 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 67 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 68 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 73 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 74 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 75 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 76 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 77 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 78 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 79 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 80 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 81 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 U21X1224A Page A142 of A157 82 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 83 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 84 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 85 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 86 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 87 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 88 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 89 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 90 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 91 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 92 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 93 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 94 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 95 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 96 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 97 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 98 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 99 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 100 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 101 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 102 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 103 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 104 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 105 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 106 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 3 1 MIN_SNOW 2 1 1.00 2 1.00 2 E2UNB_SL_L 3 3 0.30 4 1.00 5 0.64 3 E2UNB_SL_R 3 4 0.30 3 1.00 U21X1224A Page A143 of A157 6 0.64 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dl1 Dl2 .. Dist 6 1 2 U_SNOW D -0.50 -0.50 0.08 0.00 85.80 2 3 U_SNOW D -0.50 -0.50 -0.08 0.00 85.80 3 3 U_SNOW D -0.38 -0.38 -0.08 0.00 85.80 4 2 U_SNOW D -0.38 -0.38 0.08 0.00 85.80 5 2 U_SNOW D -0.38 -0.38 0.08 53.13 85.80 6 3 U_SNOW D -0.38 -0.38 -0.08 0.00 32.67 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDL1 - 1 5 15.00 1.00 20.00 1.09 25.00 1.15 30.00 1.22 33.42 1.33 WINDL1 - 2 3 33.53 1.00 67.07 0.64 85.80 0.46 WINDR1 - 3 5 18.73 1.00 52.26 0.64 0.00 1.00 18.73 0.46 85.80 1.00 WINDR1 - 4 5 3.42 1.33 8.42 1.22 13.42 1.15 18.42 1.09 33.42 1.00 WINDL2 - 1 5 15.00 1.00 20.00 1.04 25.00 1.08 30.00 1.12 33.42 1.17 WINDR2 - 4 5 3.42 1.17 8.42 1.12 13.42 1.08 18.42 1.04 33.42 1.00 ROOFDES: -------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 3.5 5.0 30.0 30.8 0.0 28.8 0.44 0.00 0.00 1.000 0.20 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_Roof 16.0 -34.5 .. Purlins 16.0 -45.5 .. Panels 24.2 -16.0 -31.8 .. Long Bracing, Building 24.2 -16.0 .. Long Bracing, Wall Edge Zone 43.2 -28.8 23.0 .. Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 7 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 12.50 1.00 1.62 1.00 1.57 4 12.50 0.00 1.00 1.62 1.00 1.57 7 12.50 12.50 1.00 2.25 1.00 2.14 8 12.50 9.50 1.00 2.25 1.00 2.14 11 12.50 12.50 1.00 2.25 1.00 2.14 12 12.50 9.50 1.00 2.25 1.00 2.14 3 7 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 12.50 1.00 1.62 1.00 1.57 6 12.50 0.00 1.00 1.62 1.00 1.57 9 12.50 9.50 1.00 2.25 1.00 2.14 10 12.50 12.50 1.00 2.25 1.00 2.14 13 12.50 9.50 1.00 2.25 1.00 2.14 14 12.50 12.50 1.00 2.25 1.00 2.14 U21X1224A Page A144 of A157 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load- --Add_Snow- Wind Wind Aux_Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 9 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 14 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 15 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 16 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 3 1.00 3 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 9 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 14 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 15 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 16 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 3 1.00 BRACING DESIGN LOADS: --Load- --Add_Snow- Wind Wind Seis Aux_Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 14 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 11 1.03 1.03 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 1.03 1.03 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 13 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 U21X1224A Page A145 of A157 14 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coef 3 1 MIN_SNOW 2 1 1.00 2 1.00 2 PAT_SL_1 1 3 0.50 3 UNB_SL 4 4 1.00 5 0.64 6 1.00 7 0.64 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx .. Conc Add Id Id Load Type W1 W2 Dx1 Dx2 .. Dist 7 1 2 U_SNOW D -40.0 -40.0 0.0 85.8 2 3 U_SNOW D -40.0 -40.0 0.0 85.8 3 0 U_SNOW D -30.8 -30.8 0.0 23.5 4 2 U_SNOW D -30.8 -30.8 0.0 85.8 5 2 U_SNOW D -30.8 -30.8 53.1 85.8 6 3 U_SNOW D -30.8 -30.8 0.0 85.8 7 3 U_SNOW D -30.8 -30.8 0.0 32.7 RIGID FRAME - 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 30.0 30.8 0.0 28.8 0.44 0 BASIC LOADS AT EAVE: Seismic --Torsion-- --EW_Brace- Load Wind Seis Wind Seis 1.89 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf ---Wind_1-- ---Wind_2-- ---Wind_3-- ---Wind_4-- Long_Wind Surface Id Left Right Left Right Left Right Left Right 1 2 Friction 1 0.40 -0.35 0.76 0.01 0.00 0.00 0.00 0.00 -0.77 -0.41 0.00 2 -0.94 -0.44 0.03 0.03 0.00 0.00 0.00 0.00 -1.24 0.03 0.00 3 -0.44 -0.94 0.03 0.03 0.00 0.00 0.00 0.00 -1.24 0.03 0.00 4 -0.35 0.40 0.01 0.76 0.00 0.00 0.00 0.00 -0.77 -0.41 0.00 *( * -----------------------------------------------------Load_Coefficients-------------------------------- --------------------- * ---Live--- -Add_Snow- --Wind_1-- --Wind_2-- --Wind_3-- --Wind_4-- Long_Wind --Seismic- Aux_Load *No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 72 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U21X1224A Page A146 of A157 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 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 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 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 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 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 30 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 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 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 U21X1224A Page A147 of A157 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 42 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 45 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 46 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 47 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 48 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 49 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 50 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 51 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 52 1.03 1.03 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 53 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 54 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 55 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.75 0.00 0.00 0 0.00 56 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.75 0.00 0.00 0 0.00 57 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 58 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 59 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 60 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 61 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 62 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 63 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 64 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 65 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 66 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U21X1224A Page A148 of A157 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 67 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 68 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 3 1 MIN_SNOW 2 1 1.00 2 1.00 2 F1UNB_SL_L 3 3 0.30 4 1.00 5 0.64 3 F1UNB_SL_R 3 4 0.30 3 1.00 6 0.64 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co Dl1 Dl2 .. Dist 8 1 2 U_SNOW D -0.49 -0.49 0.083 0.00 85.80 2 3 U_SNOW D -0.49 -0.49 -0.083 0.00 85.80 3 3 U_SNOW D -0.38 -0.38 -0.083 0.00 85.80 4 2 U_SNOW D -0.38 -0.38 0.083 0.00 85.80 5 2 U_SNOW D -0.38 -0.38 0.083 53.13 85.80 6 3 U_SNOW D -0.38 -0.38 -0.083 0.00 32.67 7 2 DEAD D -0.02 -0.03 0.083 23.08 85.80 8 3 DEAD D -0.03 -0.02 -0.083 0.00 62.72 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 6 WINDL1 1 5 15.00 1.00 20.00 1.09 25.00 1.15 30.00 1.22 33.42 1.33 WINDL1 2 3 33.53 1.00 67.07 0.64 85.80 0.46 WINDR1 3 5 18.73 1.00 52.26 0.64 0.00 1.00 18.73 0.46 85.80 1.00 WINDR1 4 5 3.42 1.33 8.42 1.22 13.42 1.15 18.42 1.09 33.42 1.00 WINDL2 1 5 15.00 1.00 20.00 1.04 25.00 1.08 30.00 1.12 33.42 1.17 WINDR2 4 5 3.42 1.17 8.42 1.12 13.42 1.08 18.42 1.04 33.42 1.00 ================================================================================ Bldg4 Reactions, Anchor Bolts, & Base Plates: 3/14/22 5:49am ================================================================================ ----- ----- -----Foundation_Loads(k )----- --------- ----------------- U21X1224A Page A149 of A157 Frame Col Max_Pos_Val Max_Neg_Val Anc._Bolt Base_Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 1 C 11 3.5 0.4 12 -3.1 0.4 4 0.750 8.00 8.50 0.375 13 0.0 0.7 1 J 11 3.5 0.4 12 -3.1 0.4 4 0.750 8.00 8.50 0.375 13 0.0 0.7 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 2 K 11 7.0 0.5 12 -6.1 0.5 4 0.750 8.00 10.50 0.375 13 0.0 0.8 2 G 11 8.2 0.8 12 -7.6 0.8 4 0.750 12.00 12.25 0.375 13 0.0 1.4 2 F 11 8.7 0.9 12 -8.1 0.9 4 0.750 12.00 16.25 0.375 13 0.0 1.6 2 E 11 8.7 0.9 12 -8.1 0.9 4 0.750 12.00 16.25 0.375 13 0.0 1.6 2 D 11 8.2 0.8 12 -7.6 0.8 4 0.750 12.00 12.25 0.375 13 0.0 1.4 2 B 11 7.0 0.5 12 -6.1 0.5 4 0.750 8.00 10.50 0.375 13 0.0 0.8 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 1* A 1 2.7 0.5 2 -4.0 -7.8 4 1.000 8.00 20.50 1.000 3 2.1 18.7 4 0.1 -48.5 1* L 5 4.0 -7.8 6 -2.7 0.5 4 1.000 8.00 20.50 1.000 3 -2.1 18.7 4 -0.1 -48.5 1* @20.2 7 0.0 -85.1 7 0.0 -85.1 4 1.250 12.00 12.00 1.000 8 0.0 123.0 1* @150.8 7 0.0 -85.1 7 0.0 -85.1 4 1.250 12.00 12.00 1.000 8 0.0 123.0 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- ----------------------------------------------------------------------------- 1* Frame Lines:1 2 LOAD COMBINATIONS: ------------------ Id Combination ---- ------------------------------ 1 Dead+0.6Wind_Right1 2 0.6Dead+0.6Wind_Left2 3 0.6Dead+0.6Wind_Long1R 4 Dead+Collateral+MIN_SNOW 5 0.6Dead+0.6Wind_Right2 6 Dead+0.6Wind_Left1 7 0.6Dead+0.6Wind_Long1L 8 Dead+Collateral+0.75Snow+0.45Wind_Long2R 9 Dead+Collateral+0.6Wind_Suction+0.6Wind_Long2L 10 Dead+Collateral+0.6Wind_Pressure+0.6Wind_Long2L 11 0.6Dead+0.6Wind_Suction+0.6Wind_Long2L 12 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2L 13 1.04Dead+1.04Collateral+0.7Seismic_LongR ================================================================================ Bldg4 Bracing Reactions Report: 3/14/22 5:49am ================================================================================ BUILDING BRACING REACTIONS: U21X1224A Page A150 of A157 --------------------------- ------Reactions(k )------- ---Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic Notes ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- L_EW 1 (h) F_SW L 1 ,2 8.06 12.10 0.65 0.98 R_EW 2 (h) B_SW A 2 ,1 8.06 12.10 0.65 0.98 Int @20.2 1 ,2 58.70 96.65 4.06 6.69 Int @150.81 ,2 58.70 96.65 4.06 6.69 ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- (h)Rigid frame at endwall Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 ================================================================================ Bldg4 Additional Reactions Report: 3/14/22 5:49am ================================================================================ Rigid Frame Column Reactions(k ) -------------------------------- Frame Col ----Dead--- Collateral ----Live--- ----Snow--- Wind_Left1 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1* A 0.0 -9.1 0.0 -4.4 0.1 -26.2 0.1 -26.9 -4.8 7.4 1* L 0.0 -9.1 0.0 -4.4 -0.1 -26.2 -0.1 -26.9 -4.5 16.0 1* @20.2 0.0 22.3 0.0 10.0 0.0 59.7 0.0 61.3 0.0 -29.4 1* @150.8 0.0 22.3 0.0 10.0 0.0 59.7 0.0 61.3 0.0 -30.6 Frame Col Wind_Right1 Wind_Left2 Wind_Right2 Wind_Long1 Wind_Long2 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1* A 4.5 16.1 -6.7 -3.9 3.2 5.8 3.3 27.7 1.8 -2.5 1* L 4.8 7.4 -3.2 5.8 6.7 -3.9 -3.3 27.7 -1.8 -2.5 1* @20.2 0.0 -30.6 0.0 5.0 0.0 -5.0 0.0 -67.5 0.0 3.4 1* @150.8 0.0 -29.4 0.0 -5.0 0.0 5.0 0.0 -67.5 0.0 3.4 Frame Col -Seis_Left- -Seis_Right -MIN_SNOW- F1UNB_SL_L F1UNB_SL_R Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1* A -2.0 -3.5 2.0 3.5 0.1 -35.0 0.1 -28.5 0.1 -20.3 1* L -2.0 3.5 2.0 -3.5 -0.1 -35.0 -0.1 -20.3 -0.1 -28.5 1* @20.2 0.0 3.6 0.0 -3.6 0.0 79.5 0.0 65.0 0.0 36.8 1* @150.8 0.0 -3.6 0.0 3.6 0.0 79.5 0.0 36.8 0.0 65.0 ------------------------------------------------------------------------------ 1* Frame Lines:1 2 U21X1224A Page A151 of A157 Endwall Column Reactions(k ) ----------------------------- Wind Wind Frame Col Dead Press Suct Line Line Vert Horz Horz ----- ---- ----- ----- ----- 1 C 0.6 -5.2 5.9 1 J 0.6 -5.2 5.9 ------------------------------------------------------------------------------ Wind Wind Frame Col Dead Press Suct Line Line Vert Horz Horz ----- ---- ----- ----- ----- 2 K 0.8 -10.1 11.7 2 G 1.4 -12.6 13.6 2 F 1.5 -13.4 14.5 2 E 1.5 -13.4 14.5 2 D 1.4 -12.6 13.6 2 B 0.8 -10.1 11.7 ------------------------------------------------------------------------------ ================================================================================ Bldg4 Seismic Design Report: 3/14/22 5:49am ================================================================================ Building Data ------------- Code =IBC 15 Length = 23.50 Width = 171.00 Left Eave Height = 33.42 Right Eave Height = 33.42 Seismic Formula --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Sd1*Ie*W/(T*R) T(Moment_Frame) = 0.500 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) T(Braced_Frame) = 0.299 Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.477 Zone/Design Category= B Ie = 1.000 S1 = 0.080 Sd1 = 0.128 U21X1224A Page A152 of A157 Sds = 0.318 Seismic Dead Load, W -------------------- Frame Dead = 2.00 (psf ) Roof Dead = 3.50 (psf ) Collateral = 5.00 (psf ) Snow ( 20%)= 6.16 (psf ) Roof Total = 16.66 (psf ) , Weight= 66.95 (k ) Left EW Dead = 2.50 (psf ) , Weight= 7.90 (k ) Front SW Dead = 2.50 (psf ) , Weight= 0.98 (k ) Right EW Dead = 2.50 (psf ) , Weight= 7.90 (k ) Back SW Dead = 2.50 (psf ) , Weight= 0.98 (k ) ------- Total = 84.72 (k ) Seismic Forces -------------- Roof Bracing R = 3.00, Rho= 1.00 Cs = 0.1061 W = 82.76 (k ) Force, V = 8.78 (k ) Force, E = 8.78 (k ) Sidewall Bracing Front R = 3.00, Rho= 1.00, Omega= 2.50 Cs = 0.1061 W = 5.88 (k ) Force, V = 0.62 (k ) Force, Em = 1.56 (k ) Force, E = 0.62 (k ) Back R = 3.00, Rho= 1.00, Omega= 2.50 Cs = 0.1061 W = 5.88 (k ) Force, V = 0.62 (k ) Force, Em = 1.56 (k ) Force, E = 0.62 (k ) Interior Bracing @ 20.17 R = 3.00, Rho= 1.00, Omega= 2.50 Cs = 0.1061 W = 36.48 (k ) Force, V = 3.87 (k ) Force, Em = 9.67 (k ) Force, E = 3.87 (k ) Interior Bracing @ 150.83 R = 3.00, Rho= 1.00, Omega= 2.50 Cs = 0.1061 W = 36.48 (k ) Force, V = 3.87 (k ) Force, Em = 9.67 (k ) Force, E = 3.87 (k ) Rigid Frames R = 3.00, Rho= 1.00 Cs = 0.0853 Frame 1 W = 44.31 (k ) Force, V = 3.78 (k ) (Vmax) U21X1224A Page A153 of A157 Force, E = 3.78 (k ) End Plates Frame R = 3.00, Rho= 1.00, Omega= 1.00 Total Base Shear Longitudinal Force, V = 8.99 (k ) Transverse Force, V = 7.56 (k ) Front Sidewall Results --- SwDes-F.out ================================================================================ Bldg4 Wall 2 - Bypass Girt Layout 3/ 7/22 2:42am ================================================================================ GIRT LAYOUT: ------------ Des Bay Bay_Offset Design ---Extend-- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 4.00 1 1 08Z089 1.33 22.17 20.83 0.00 0.00 88.7 WS 0.86 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.50 2 1 08Z089 1.33 22.17 20.83 0.00 0.00 88.7 WS 0.90 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 11.83 3 1 08Z089 1.33 22.17 20.83 0.00 0.00 88.7 WS 0.99 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 16.17 4 1 08Z089 1.33 22.17 20.83 0.00 0.00 88.7 WS 0.93 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 20.00 5 1 08Z089 1.33 22.17 20.83 0.00 0.00 88.7 WS 0.90 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 24.00 6 1 08Z089 1.33 22.17 20.83 0.00 0.00 88.7 WS 0.93 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 28.17 7 1 08Z099 1.33 22.17 20.83 0.00 0.00 98.7 WS 0.93 Moment D WS - 0.6Wind_Suction Back Sidewall Results --- SwDes-B.out ================================================================================ Bldg4 Wall 4 - Bypass Girt Layout 3/ 7/22 2:43am ================================================================================ GIRT LAYOUT: ------------ Des Bay Bay_Offset Design ---Extend-- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 4.00 1 1 08Z089 1.33 22.17 20.83 0.00 0.00 88.7 WS 0.86 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.50 2 1 08Z089 1.33 22.17 20.83 0.00 0.00 88.7 WS 0.90 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 11.83 3 1 08Z089 1.33 22.17 20.83 0.00 0.00 88.7 WS 0.99 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 16.17 4 1 08Z089 1.33 22.17 20.83 0.00 0.00 88.7 WS 0.93 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 20.00 5 1 08Z089 1.33 22.17 20.83 0.00 0.00 88.7 WS 0.90 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 24.00 6 1 08Z089 1.33 22.17 20.83 0.00 0.00 88.7 WS 0.93 Moment D U21X1224A Page A154 of A157 ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 28.17 7 1 08Z099 1.33 22.17 20.83 0.00 0.00 98.7 WS 0.93 Moment D WS - 0.6Wind_Suction Left Endwall Results --- EwDes-L.out ================================================================================ Bldg4 Wall 1 - Flush Girt Layout 3/15/22 3:04pm ================================================================================ GIRT LAYOUT: ------------ Bay Girt Bay_Offset Design Load ---Max_Load--- Id Id Locate Part Start End Length Weight Width Id UC Report Rot --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 1 1 4.000 08Z060 0.00 4.33 4.00 11.5 3.75 WS 0.07 Shear D 2 4.000 08Z060 4.33 7.67 3.17 9.1 0.17 WS 0.00 Shear D 3 4.000 08Z060 7.67 23.00 14.67 42.1 3.75 WS 0.60 Moment D 4 7.500 08z075 (a) 0.00 23.00 22.67 162.7 3.92 WS 0.89 Moment D 5 11.833 08Z105 0.00 23.00 22.67 113.9 4.33 WS 0.99 Moment D 6 16.167 08Z099 0.00 23.00 22.67 107.4 4.08 WS 1.00 Moment D 7 20.000 08Z099 0.00 23.00 22.67 107.4 3.92 WS 0.96 Moment D 8 24.000 08Z105 0.00 23.00 22.67 113.9 4.50 WS 1.02 Moment D 9 29.000 08Z099 0.00 23.00 22.67 107.4 4.04 WS 0.99 Moment D 10 32.083 08Z089 0.00 23.00 22.67 96.5 3.16 WS 0.88 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 2 11 29.000 08Z060 0.00 4.00 3.33 9.6 1.87 WS 0.02 Shear D 12 32.083 08Z060 0.00 4.00 3.33 9.6 3.33 WS 0.03 Shear D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 3 13 29.000 08Z060 0.00 9.00 8.33 23.9 1.87 WS 0.07 Moment D 14 32.083 08Z060 0.00 9.00 8.33 23.9 3.70 WS 0.15 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 4 15 29.000 08Z060 0.00 9.00 8.33 23.9 1.87 WS 0.07 Moment D 16 32.083 08Z060 0.00 9.00 8.33 23.9 4.08 WS 0.16 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 5 17 29.000 08Z060 0.00 9.00 8.33 23.9 1.87 WS 0.07 Moment D 18 32.083 08Z060 0.00 9.00 8.33 23.9 3.50 WS 0.14 Moment D 19 36.000 08Z060 0.00 9.00 8.33 23.9 2.91 WS 0.12 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 6 20 29.000 08Z060 0.00 9.00 8.33 23.9 1.87 WS 0.07 Moment D 21 32.083 08Z060 0.00 9.00 8.33 23.9 3.50 WS 0.14 Moment D 22 36.000 08Z060 0.00 9.00 8.33 23.9 3.28 WS 0.13 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 7 23 29.000 08Z060 0.00 9.00 8.33 23.9 1.87 WS 0.07 Moment D 24 32.083 08Z060 0.00 9.00 8.33 23.9 3.50 WS 0.14 Moment D 25 36.000 08Z060 0.00 9.00 8.33 23.9 3.66 WS 0.14 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 8 26 29.000 08Z060 0.00 9.00 8.33 23.9 1.87 WS 0.07 Moment D 27 32.083 08Z060 0.00 9.00 8.33 23.9 3.50 WS 0.14 Moment D 28 36.000 08Z060 0.00 9.00 8.33 23.9 4.03 WS 0.16 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 9 29 29.000 08Z060 0.00 9.00 8.33 23.9 1.33 WS 0.05 Moment D 30 31.000 08C060 0.00 9.00 9.00 25.8 1.54 WS 0.12 Moment D 31 32.083 08Z060 0.00 2.00 1.33 3.8 2.50 WS 0.01 Shear D 32 32.083 08Z060 2.00 7.00 4.83 13.9 0.10 WS 0.00 Shear D 33 32.083 08Z060 7.00 9.00 1.33 3.8 2.50 WS 0.01 Shear D 34 36.000 08C060 0.00 9.00 9.00 25.8 4.23 WS 0.18 Moment U --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 10 35 29.000 08Z060 0.00 9.00 8.33 23.9 1.87 WS 0.07 Moment D U21X1224A Page A155 of A157 36 32.083 08Z060 0.00 9.00 8.33 23.9 3.50 WS 0.14 Moment D 37 36.000 08Z060 0.00 9.00 8.33 23.9 4.03 WS 0.16 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 11 38 29.000 08Z060 0.00 9.00 8.33 23.9 1.87 WS 0.07 Moment D 39 32.083 08Z060 0.00 9.00 8.33 23.9 3.50 WS 0.14 Moment D 40 36.000 08Z060 0.00 9.00 8.33 23.9 3.66 WS 0.14 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 12 41 29.000 08Z060 0.00 9.00 8.33 23.9 1.87 WS 0.07 Moment D 42 32.083 08Z060 0.00 9.00 8.33 23.9 3.50 WS 0.14 Moment D 43 36.000 08Z060 0.00 9.00 8.33 23.9 3.28 WS 0.13 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 13 44 29.000 08Z060 0.00 9.00 8.33 23.9 1.87 WS 0.07 Moment D 45 32.083 08Z060 0.00 9.00 8.33 23.9 3.50 WS 0.14 Moment D 46 36.000 08Z060 0.00 9.00 8.33 23.9 2.91 WS 0.12 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 14 47 29.000 08Z060 0.00 9.00 8.33 23.9 1.87 WS 0.07 Moment D 48 32.083 08Z060 0.00 9.00 8.33 23.9 4.08 WS 0.16 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 15 49 29.000 08Z060 0.00 9.00 8.33 23.9 1.87 WS 0.07 Moment D 50 32.083 08Z060 0.00 9.00 8.33 23.9 3.70 WS 0.15 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 16 51 29.000 08Z060 0.00 4.00 3.33 9.6 1.87 WS 0.02 Shear D 52 32.083 08Z060 0.00 4.00 3.33 9.6 3.33 WS 0.03 Shear D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 17 53 4.000 08Z060 0.00 13.83 13.17 37.8 3.75 WS 0.46 Moment D 54 4.000 08Z060 13.83 17.17 3.17 9.1 0.17 WS 0.00 Shear D 55 4.000 08Z060 17.17 23.00 5.50 15.8 3.75 WS 0.10 Shear D 56 7.500 08z075 (a) 0.00 23.00 22.67 162.7 3.92 WS 0.94 Moment D 57 11.833 08Z105 0.00 23.00 22.67 113.9 4.33 WS 0.99 Moment D 58 16.167 08Z099 0.00 23.00 22.67 107.4 4.08 WS 1.00 Moment D 59 20.000 08Z099 0.00 23.00 22.67 107.4 3.92 WS 0.96 Moment D 60 24.000 08Z105 0.00 23.00 22.67 113.9 4.50 WS 1.02 Moment D 61 29.000 08Z099 0.00 23.00 22.67 107.4 4.04 WS 0.99 Moment D 62 32.083 08Z089 0.00 23.00 22.67 96.5 3.16 WS 0.88 Moment D (a)Nested Girt WS - 0.6Wind_Suction Right Endwall Results --- EwDes-R.out ================================================================================ Bldg4 Wall 3 - Flush Girt Layout 3/ 7/22 2:46am ================================================================================ GIRT LAYOUT: ------------ Bay Girt Bay_Offset Design Load ---Max_Load--- Id Id Locate Part Start End Length Weight Width Id UC Report Rot --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 1 1 4.000 08Z060 0.00 19.00 18.67 53.6 3.75 WS 0.85 Moment D 2 7.500 08Z060 0.00 19.00 18.67 53.6 3.92 WS 0.89 Moment D 3 11.833 08Z089 0.00 19.00 18.67 79.5 4.33 WS 0.87 Moment D 4 16.167 08Z075 0.00 19.00 18.67 67.0 4.08 WS 1.03 Moment D 5 20.000 08Z075 0.00 19.00 18.67 67.0 3.92 WS 0.99 Moment D 6 24.000 08Z075 0.00 19.00 18.67 67.0 4.08 WS 1.03 Moment D 7 28.167 08Z075 0.00 19.00 18.67 67.0 4.04 WS 1.02 Moment D 8 32.083 08Z067 0.00 19.00 18.67 59.9 3.41 WS 0.99 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 7 9 4.000 08Z075 0.00 19.00 18.67 67.0 3.75 WS 0.95 Moment D U21X1224A Page A156 of A157 10 7.500 08Z075 0.00 19.00 18.67 67.0 3.92 WS 0.99 Moment D 11 11.833 08Z089 0.00 19.00 18.67 79.5 4.33 WS 0.87 Moment D 12 16.167 08Z075 0.00 19.00 18.67 67.0 4.08 WS 1.03 Moment D 13 20.000 08Z075 0.00 19.00 18.67 67.0 3.92 WS 0.99 Moment D 14 24.000 08Z075 0.00 19.00 18.67 67.0 4.08 WS 1.03 Moment D 15 28.167 08Z075 0.00 19.00 18.67 67.0 4.04 WS 1.02 Moment D 16 32.083 08Z067 0.00 19.00 18.67 59.9 3.41 WS 0.99 Moment D WS - 0.6Wind_Suction U21X1224A Page A157 of A157