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HomeMy WebLinkAbout2016 PALOMAR AIRPORT RD; STRUCT; CB090652; Permit'4 '4 - ., V( V - - V V -. - / T I I 4' V- * 4 -4 ) 'I 4 '8 4. 4. "" V '''. . 'V '4 V. -4- - V - ' - - V• V Vf •VV •V I 4- I 4 I 'V f 4 - I'4 I I V.- V - - V V'(VT _' 'V I .' V 4 4 VI 14 ..---;.-.- -. ..--'--- * !- S Date: 6/19/2009 - . 09-1654 Calculations Package , Time: 7:57:30 AM Page: I; of 148 VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 f __. ; ......... ... ---S -- .. •.-. ,- * STRUCTURAL DESIGN DATA .. .. :•,. •- -, '5- r .. ) Project MW Construction, Inc Name 4510-09-Magellan FBO 1' - '-- Builder P0 #: 2008 .- Jobsite 2016 Palomar Airport Road City, State Carlsbad, California 92008 County San Diego * ' - Country United States TABLE OF CONTENTS Letter of Certification 2 Building Loading - Expanded Report ............ ...................................... .. ....................................................................... 4 Reactions-Expanded Report .... ..................................................................................................... . ......................... 20 .- Bracing - Summary Report ' 55 Secondary - Summary Report 72 Framing - Sumiiary Report ' 96 Covering - Summary Report 147 ADDITIONAL HAND CALC Hi DETAILING PACKAGE I HiOl S - AL g 4 - - •: - - .5 - - . ., .. . .• -,.,-,. -- .5 - - 4 5-- 4--Z•. .* S .-- - File 4510 09 Magellan FBO c , C Version 7 if 5 . .: :T- I Date: 6/19/2009 • 09-1654 Calculations Package Time: 7:57:30 AM Page: 2 of 148 it1C1cj1jL - - - - Contact: Mike Stevens Project: MW Construction, inc. Name: MW Construction, Inc. Builder P0 #: 2008 Address: 2615 Auto Park Way Jobsite: 2016 Palomar Airport Road City, State: Escondido, California 92029 City, State: Carlsbad, California 92008 Country: United States County, Country: San Diego, United States This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental loads and conditions: Overall Buildine Descriotion Shape Overall Width Overall Length Floor Area (sq. ft.) Wall Area (sq. ft.) Roof Area (sq. ft.) Max. Eave Height Mm. Eave I Height 2 Max Roof Pitch Mm. Roof Pitch Peak Height FBO 14/5/0 1 117/0/0 1 5938 5530 6320 27/4/0 1 27/0/6 1 -0.250:12 Loads and Codes - Shape: FBO City: Carlsbad County: San Diego State: California Country: United States Building Code: 2007 California Building Code Built Up: OSAISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2006 international Building Code Cold Form: 04AISI - ASD Building Use: Standard Occupancy Structure Dead and Collateral Loads . Live Load Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: 2.39 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic): 10.00 psf Wind Load Snow Load Seismic Load Wind Speed: 90.00 mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss: 117.40 %g Wind Exposure (Factor): C (0.959) Design Snow (Sloped): 0.00 psf Mapped Spectral Response - Si :44.40 %g Parts Wind Exposure Factor: 0.959 Snow Exposure Category (Factor): I Fully Exposed Seismic Hazard /Use Group: Group I (1.00) Wind Enclosure: Enclosed Snow Importance: 1.000 Seismic Importance: 1.000 Wind Importance Factor: 1.000 Thermal Category (Factor): Heated (1.00) Seismic Performance / Design Category: D Topographic Factor. 1.0000 Ground / Roof Conversion: 1.00 Framing Seismic Period: 0.0000 % Snow Used in Seismic: 0.00 Bracing Seismic Period: 0.2352 NOT Windborne Debris Region Seismic Snow Load: 0.00 psf Framing R-Factor: 3.5000 Base Elevation: 0/0/0 Unobstructed, Slippery Roof Bracing R-Factor: 3.2500 Primary Zone Strip Width: N/A Soil Profile Type: Stiff soil (D, 4) Parts / Portions Zone Strip Width: N/A Diaphragm Condition: Flexible Basic Wind Pressure: 16.90 psf Frame Redundancy Factor: 1.3000 Brace Redundancy Factor.i.3000 Frame Seismic Factor (Cs): 0.1792 x W - USR Brace Seismic Factor (Cs): 0.2481 x W FBO: Mezzanine 1 (ill 13/0/0 Floor Type Non-Composite Loading Type Office Top of Floor 13/0/0 Floor Dead Load 11.00 psf Total Thickness of Deck + Topping 0/1/2 Floor Live Load 50.00 psf Not Reducible Top of Joist 12110/14 Collateral Load 9.00 psf Min. Clearance from Floor to Joist 9/6/0 Partition Load: 20.00 psf Mm. Clearance from Floor to Rafter 9/6/0 Floor Live Load Deflection 360 Mezzanine Category Entire Floor Floor Dead + Floor Live Deflection 240 Bracing Category Unbraced ____ Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all co d e a n d loading information for this specific building site. File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 3 of 148 The steel design is in accordance with VP BUILDINGS standard deign practices, which have been established based upon pertinent procedures and recommendations of the foIloving organizations: American Institute of Steel Construction (AISC) American Iron and Steel Institute (AISI) American Welding Society (AWS) American Society for Testing and Materials (ASTM) Canadian Standards Association CSA W59-Welded Steel Construction Limit State Design of Steel Structures Metal Building Manufacturers Association (IvIBMA) VP Buildings is certified by: - CSA A660 Certified (Design and Manufacturing) - lAS Approved Fabricator - Canadian Welding Bureau Div. I Certified VP Buildings has designed the structural steel components of this building in accordance with the Building Code, Steel Specifications, and Standards indicated above. Steel components are designed utilizing the following steel grades unless noted otherwise: 3 Plate members fabricated from plate, bar, strip steel or sheets ASTM A529, A572, A101 - All Grade 55,ksi Hot Rolled Shapes (W, 5, C, Angles, etc) •' '. ASTM A36, or ASTM A36Mod50, A529, A572, A588, A709, A992-All Grade 50 ksi Tube and Pipe Sections ASTM ASOO, Grade B (Fy -42 ksi pipe, Fy -46 ksi tube) Light Gage Sections ASTM AIOI I SS Grade 55 ksi, A653 SS Grade 60 ksi ' Round Rod Bracing ASTM A572 Grade 50 ksi This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by VP BUILDINGS, nor does it 'apply to unauthorized modifications to framing systems provided by VP BUILDINGS. Furthermore, it is understood that certification is based upon the premise that all components furnished by VP BUILDINGS will be erected or constructed in strict compliance with pertinent documents furnished by VP BUILDINGS. Sinceiely, , '. • , P.E. Prepared by: KFT Reviewed by:'__________ VP BUILDINGS . 3200 Players Club Circle, Memphis TN 38125-8843 • • -1-17, =177 ''L" L 17 .'T'TIiT"1 , 1636 //Iw —., • • ' CA Exp. 0 -------------- , • :, ':. ,• • File: 4510-09-Magellan.FBO . . • • Version: 7.11 Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 40f 148 ga4ort Shape: FBO Loads and Codes - Shape: FBO City: Carlsbad County: San Diego State: California Country: United States Building Code: 2007 California Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2006 International Building Code. Cold Form: 04AISI - ASD Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity:5.00 psf Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to 7:1 D 4.249 psf Entire Frm 7:1 D 0.950 psf Entire Pur 8:1 D 2.566 psf Entire Frm 8:1 D 0.950 psf Entire Pur 12:1 D 2.569 psf Entire Frm 12:1 D 0.950 psf Entire Pur 13:1 D 4.249 psf Entire Frm 13:1 D 0.950 psf Entire Pur A D 2.385 psf Entire Frm A D 1.130 psf Entire Pur Live Load Live Load: 20.00 psf Reducible Wind Load Wind Speed: 90.00 mph Wind Enclosure: Enclosed Height Used: 26/9/6 (Type: Mean) Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Velocity Pressure: (qz) 20.74 psf Topographic Factor 1.0000 Directionality Factor: 0.8500 Wind Exposure (Factor): C (0.959) Basic Wind Pressure: 16.90 psf Snow Load Ground Snow Load: 0.00 psf Design Snow (Sloped): 0.00 psf Snow Accumulation Factor:: 1.000 Snow Importance: 1.000 Ground / Roof Conversion: 1.00 Seismic Load Mapped Spectral Response - Ss: 117.40 %g Mapped Spectral Response - S 1:44.40 %g Seismic Hazard / Use Group: Group I Seismic Performance / Design Category: D Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.1792 x W - USR Brace Seismic Factor (Cs): 0.2481 x W Framing R-Factor: 3.5000 Bracing R-Factor: 3.2500 Frame Weight (assumed for seismic): 10.00 psf Description Covering Weight -26 Panel Rib + Secondary Weight 3.30: Wall: 7, Canopy: 1 Covering Weight -26 Panel Rib: Wall: 7, Canopy: I Covering Weight -26 Panel Rib + Secondary Weight 1.62: Wall: 8, Canopy: I Covering Weight - 26 Panel Rib: Wall: 8, Canopy: I Covering Weight -26 Panel Rib + Secondary Weight 1.62: Wall: 12, Canopy: I Covering Weight - 26 Panel Rib: Wall: 12, Canopy: I Covering Weight -26 Panel Rib + Secondary Weight 3.30: Wall: 13, Canopy: 1 Covering Weight - 26 Panel Rib: Wall: 13, Canopy: 1 Covering Weight -24 SSR + Secondary Weight 1.26: Roof: A Covering Weight - 24 SSR: Roof: A Gust Factor: 1.0000 Wind Importance Factor: 1.000 Least Horiz. Dimension: 52/10/0 NOT Windborne Debris Region Parts / Portions Zone Strip Width: N/A qz0.00256 * (1.00) * (90.00)A2 * (1.00) The 'Low Rise Method is Used Snow Exposure Category (Factor): I Fully Exposed (1.00) Thermal Category (Factor): Heated (1.00) Unobstructed, Slippery Roof Rain Surcharge: 0.00 Slope Reduction: 1.00 Slope Used: 0.000 ( 0.000:12) % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Framing Seismic Period: 0.0000 Bracing Seismic Period: 0.2352 Seismic Period Height Used: 26/8/15 Design Spectral Response - Sds: 0.8065 Design Spectral Response - SdI: 0.4606 Side Type Mag Units Shape Applied to Description 1 E 2.688 psf Spec Fm Seismic: Covering Weight- 15.00 NBVP- Other+ Secondary Weight 0.00: Wall: I I E 3.722 psf Spec Brc Seismic: Covering Weight - 15.00 NBVP - Other + Secondary Weight 0.00: Wall: 1 2 E 140.000 plf Line Frm MEZZ SEISMIC 2 E 60.000 plf Line Fm MIEZZ SEISMIC File: 4510-09-Magellan.FBO . Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 5 of 148 2 E> 19.000 k Point Brc MEZZ SEISMIC 2 <E 19.000 k Point Brc MEZZ SEISMIC 2 E> 13.000 k Point Brc MIEZZ SEISMIC - 2 <E 13.000 k Point Brc MEZZ SEISMIC 2 E 2.688 psf Rect Frm Seismic: Covering Weight - 15.00 NBVP - Other + Secondary Weight 0.00: Wall: 2 2 E 3.722 psf Rect Brc Seismic: Covering Weight - 15.00 NBVP - Other + Secondary Weight 0.00 Wall: 2 4 E 140.000 plf Line Frm MEZZ SEISMIC 4 E 60.000 plf Line Frm MEZZ SEISMIC 4 E 0.179 psf Spec Frm Seismic: Covering Weight - 1.00 NBVP - Panel + Secondary Weight 0.00: Wall: 4 4 E 0.248 psf Spec Brc Seismic: Covering Weight - 1.00 NBVP - Panel + Secondary Weight 0.00: Wall: 4 5 E 0.179 psf Spec Frm Seismic: Covering Weight - 1.00 NBVP - Panel + Secondary Weight 0.00: Wall: 5 5 E 0.248 psf Spec Brc Seismic: Covering Weight - 1.00 NBVP - Panel + Secondary Weight 0.00: Wall: 5 6 E 0.179 psf Rect Frm Seismic: Covering Weight - 1.00 NBVP - Panel + Secondary Weight 0.00: Wall: 6 6 E 0.248 psf Rect Brc Seismic: Covering Weight- 1.00 NBVP - Panel + Secondary Weight 0.00: Wall: 6 7 E 0.179 psf Spec Frm Seismic: Covering Weight - 1.00 NBVP - Panel: Wall: 7 7 E 0.248 psf Spec Brc Seismic: Covering Weight - 1.00 NBVP - Panel: Wall: 7 7 E 13.440 psf Rect Frm Seismic: Covering Weight -75.00 NBVP - Tilt Wall: Wall: 7 7 E 18.611 psf Rect Brc Seismic: Covering Weight - 75.00 NBVP -Tilt Wall: Wall: 7 7 E 0.125 psf Entire Frm Seismic: Secondary Weight 0.70: Wall: 7 7 E 0.173 psf Entire Brc Seismic: Secondary Weight 0.70: Wall: 7 7:1 E 3.449 psf Entire Frm Seismic: Covering Weight -26 Panel Rib + Secondary Weight 3.30 + (Includes 5.000 Collateral 10.000 Frame Weight) : Wall: 7, Canopy: I 7:1 E 4.776 psf Entire Brc Seismic: Covering Weight -26 Panel Rib + Secondary Weight 3.30 + (Includes 5.000 Collateral 10.000 Frame Weight): Wall: 7, Canopy: 1 8 E 140.000 plf Line Frm MEZZ SEISMIC 8 E 60.000 plf Line Frm MEZZ SEISMIC 8 E 0.179 psf Spec Frm Seismic: Covering Weight - 1.00 NBVP - Panel: Wall: 8 8 E 0.248 psf Spec Brc Seismic: Covering Weight - 1.00 NBVP - Panel : Wall: 8 8 E 13.440 psf Rect Frm Seismic: Covering Weight -75.00 NBVP - Tilt Wall : Wall: 8 8 E 18.611 psf Rect Brc Seismic: Covering Weight -75.00 NBVP - Tilt Wall: Wall: 8 8 E 0.124 psf Entire Frm Seismic: Secondary Weight 0.69: Wall: 8 8 E 0.172 psf Entire Brc Seismic: Secondary Weight 0.69: Wall: 8 8:1 E 3.431 psf Entire Frm Seismic: Covering Weight -26 Panel Rib + Secondary Weight 3.20 + (Includes 5.000 Collateral 10.000 Frame Weight): Wall: 8, Canopy: 1 8:1 E 4.751 psf Entire Brc Seismic: Covering Weight -26 Panel Rib + Secondary Weight 3.20 + (Includes 5.000 Collateral 10.000 Frame Weight) : Wall: 8, Canopy: I 9 E 0.304 psf Entire Frm Seismic: Covering Weight - 1.00 NBVP - Panel + Secondary Weight 0.69: Wall: 9 9 E 0.420 psf Entire Brc Seismic: Covering Weight - 1.00 NBVP - Panel + Secondary Weight 0.69: Wall: 9 10 E 2.843 psf Entire Frm Seismic: Covering Weight - 15.00 NBVP - Other + Secondary Weight 0.87: Wall: 10 10 E 3.937 psf Entire Brc Seismic: Covering Weight - 15.00 NBVP - Other + Secondary Weight 0.87: Wall: 10 11 E 0.304 psf Entire Frm Seismic: Covering Weight - 1.00 NBVP - Panel + Secondary Weight 0.69: Wall: II 11 E 0.420 psf Entire Brc Seismic: Covering Weight - 1.00 NBVP - Panel + Secondary Weight 0.69: Wall: 11 12 E 140.000 plf Line Frm MIEZZ SEISMIC 12 E 60.000 plf Line Frm MEZZ SEISMIC 12 E 0.179 psf Spec Frm Seismic: Covering Weight - 1.00 NBVP - Panel: Wall: 12 12 E 0.248 psf Spec Brc Seismic: Covering Weight - 1.00 NBVP - Panel : Wall: 12 12 E 13.440 psf Rect Frm Seismic: Covering Weight- 75.00 NBVP - Tilt Wall: Wall: 12 12 E 18.611 psf Rect Brc Seismic: Covering Weight - 75.00 NBVP - Tilt Wall : Wall: 12 12 E 0.155 psf Entire Frm Seismic: Secondary Weight 0.87: Wall: 12 12 E 0.215 psf Entire Brc Seismic: Secondary Weight 0.87: Wall: 12 12:1 E 3.432 psf Entire Frm Seismic: Covering Weight -26 Panel Rib + Secondary Weight 3.20 + (Includes 5.000 Collateral 10.000 Frame Weight) :Wall: 12, Canopy: I 12:1 E 4.752 psf Entire Brc Seismic: Covering Weight -26 Panel Rib + Secondary Weight 3.20 + (Includes 5.000 Collateral 10.000 Frame Weight) : Wall: 12, Canopy: 1 13 E 0.179 psf . Spec Frm Seismic: Covering Weight - 1.00 NBVP - Panel : Wall: 13 13 E 0.248 psf Spec Brc Seismic: Covering Weight- l.00 NBVP - Panel: Wall: 13 13 E 13.440 psf Rect Frm Seismic: Covering Weight -75.00 NBVP - Tilt Wall : Wall: 13 13 E 18.611 psf Rect Brc Seismic: Covering Weight -75.00 NBVP - Tilt Wall : Wall: 13 13 E 0.125 psf Entire Frm Seismic: Secondary Weight 0.70: Wall: 13 13 E 0.173 psi Entire Brc Seismic: Secondary Weight 0.70: Wall: 13 13:1 E 3.449 psf Entire Frm Seismic: Covering Weight -26 Panel Rib + Secondary Weight 3.30 + (Includes 5.000 Collateral 10.000 Frame Weight) : Wall: 13, Canopy: I 13:1 E 4.776 psf Entire Brc Seismic: Covering Weight -26 Panel Rib + Secondary Weight 3.30 + (Includes 5.000 Collateral 10.000 Frame Weight) : Wall: 13, Canopy: I 14 E 2.688 psf Rect Frm Seismic: Covering Weight - 15.00 NBVP - Other + Secondary Weight 0.00: Wall: 14 14 E 3.722 psf Rect Brc Seismic: Covering Weight - 15.00 NBVP - Other + Secondary Weight 0.00: Wall: 14 File: 4510-09-Magellan.FBO Version: 7.1f S Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 6 of 148 A E 3.115 psf Entire Frm Seismic: Covering Weight -24 SSR + Secondary Weight 1.26 + (Includes 5.000 Collateral 10.000 Frame Weight): Roof: A A E 4.314 psf Entire Brc Seismic: Covering Weight -24 SSR+ Secondary Weight 1.26 + (Includes 5.000 Collateral 10.000 Frame Weight): Roof: A A E 3.584 psf Rect Frm Seismic Effect From (12) 250# RTU : Roof: A A E 4.963 psf Rect Brc Seismic Effect From (12) 250# RTU: Roof A Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels cnn. 1 n. lilA/A Floor Type Non-Composite Loading Type Office Top of Floor 13/0/0 Floor Dead Load 11.00 psf Total Thickness of Deck + Topping 0/1/2 Floor Live Load 50.00 psf Not Reducible Top of Joist 12/10/14 Collateral Load 9.00 psf Min. Clearance from Floor to Joist 9/6/0 Partition Load: 20.00 psf Mm. Clearance from Floor to Rafter 9/6/0 Floor Live Load Deflection 360 Mezzanine Category Entire Floor Floor Dead + Floor Live Deflection 240 Bracing Category Unbraced Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Projec t E n g i n e e r t o o b t a i n a l l c o d e a n d loading information for this specific building site. -.. I ,.l G.,... - No. Origin Factor Application Description System 1.000 1.0D+1.0FD+1.0CG+1.0L> D+FD+CG+L> 2 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <L D + FD + CG + <L 3 System 1.000 l.OD+ l.OFD+ 1.0CG+ 1.0ASLA D+FD+CG+ASI.P 4 System 1.000 1.0D+1.0FD+I.0CG+1.0AASL )+FD+CG+"ASL 5 System 1.000 1.0D+1.0FD+ l.00G+ 1.0PL2 D + FD + CG + PL2(Spans 1 and 2) 6 System 1.000 l.OD+ l.OFD+ 1.0 CG+ 1.0 PL2 D + FD + CG + PL2(Spans 2 and 3) 7 System 1.000 l.OD+ l.OFD+ 1.0 CG+ 1.0PL2 D + FD + CG + PL2(Spans 3 and 4) 8 System 1.000 1.0D+1.0FD+ 1.0CG+ 1.0W1> )+FD+CG+W1> 9 System 1.000 1.0D+1.0FD+1.0CG+1.0<Wl D+FD+CG+<W1 10 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 W2> ) + FD + CG + W2> II System 1.000 1.0D+1.0FD+1.0CG+ 1.0 <W2 D+FD+CG+<W2 12 System 1.000 0.600 D+0.600 FD+0.600 CU+ 1.0WI> D+FD+CU+Wl> 13 System 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0 <WI D+FD+CU+<WI 14 System 1.000 0.600 D + 0.600 FD+ 0.600 CU + 1.0 W2> D+FD + CU+W2> 15 System . 1.000 0.600D+0.600FD+0.600CU+ 1.0 <W2 D+FD+CU+<W2 16 System 1.000 l.OD+ l.OFD+ l.00G+ 1.0 FL )+FD+CG+FL 17 System 1.000 1.0D+1.0FD+1.0CG D+FD+CG 18 System 1.000 1.0D+1.0FD+ 1.0CG+0.750L+0.750W1> )+FD+CG+L+Wl> 19 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750<W1 D+FD+CG+L+<WI 20 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 W2> ) + FD + CG + L + W2> 21 System 1.000 l.OD+ l.OFD+ 1.0CG+0.750L+0.750<W2 )+FD+CG+L+<W2 22 System 1.000 1.0D+1.0FD+1.0CG+0.750L>+0.750FL D + FD + CG + L> + FL 23 System 1.000 1.0D+1.0FD+ 1.0CG+0.750<L+0.750FL D+FD+CG+<L+FL 24 System 1.000 l.OD+ 1.0FD+ 1.0 CG+0.75OASLA+0.750FL D+FD+ CG+ASLA+FL 25 System 1.000 1.0 D + 1.0 FD + 1.0 CG+ 0.750 "ASL+0.750 FL ) +FD + CG+ 'ASL+ FL 26 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750W1>+0.750FL D+FD+CG+L+WI>+FL 27 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <WI + 0.750 FL )+FD+CG+L+<WI+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CG+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 + 0.750 FL )+FD+CG-4-L+<W2+FL 30 System 1.000 1.0D+1.0FD+1.0CG+0.750FL D+FD+CG+FL 31 System 1.000 1.0D+1.0FD+1.0CG+0.910E+0.700EG+ D+FD+CG+E>+EG-f 32 System 1.000 l.OD+ l.OFD+ l.00G+0.910<E+0.700EG+ D+FD+CG+<E+EG-4- 33 System 1.000 0.600 D+ 0.600 FD+ 0.600 CU+ 0.910 E+ 0.700 EG- ) + FD + CU + E+EG- 34 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 <E+ 0.700 EG- D+FD + CU+ <E +EG- 35 Special 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.750 E + 0.700 EG+ . D + FD + CG + E> + EG+ 36 Special 1.000 l.OD+l.OFD+ l.00G+l.750<E+0.700EG+ )+FD+CG+<E+EG+ File: 4510-09-Magellan.FBO Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2009 e Time: 7:57:3OAM Page: 7 of 148 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EG- ) + FD + CU + E> + EG 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EG- D + FD + CU + <E + EG- 39 AISC - Special 1.000 l.OD+l.OFD+l.00G+2.450E>+0.700EG+ D+FD+CG+E+EG+ 40 AISC - Special 1.000 1.OD+1.OFD+1.00G+2.450<E+O.700EG+ D + FD + CG + <E + EG+ 41 AISC - Special 1.000 0.600D+ 1.OFD+0.600CU+2.450E>+0.700EG- D + FD + CU + E> + EG- 42 AISC- Special 1.000 0.600D+ 1.0FD+0.600 CU + 2.450 <E + 0.700 EG- D+FD+CU+<E+EG- 43 System Derived 1.000 1.0D+1.0FD+ 1.0CG+ 1.0 WPAI D+FD+CG+WPAI 44 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI ) + FD + CU + WPAI 45 System Derived 1.000 1.OD+1.OFD+i.00G+0.750L+0.75OWPAI )+FD+CG+L+WPAI 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CG+L+WPAI+FL 47 System Derived 1.000 1.0D+1.0FD+ 1.0CG+ 1.0WPDI D+FD+CG+WPDI 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI ) + FD + CU + WPDI 49 System Derived 1.000 1.0D+ 1.0FD+ 1.0 CG+0.750L+0.7SOWPDI D+FD+CG+L+WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPDI + 0.750 FL D+FD+CG-FL+WPDI+FL 51 System Derived 1.000 1.OD+1.OFD+1.00G+1.OWPA2 D+FD+CG+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 53 System Derived 1.000 1.0D+ 1.OFD+1.00G+0.750L+0.750WPA2 )+FD+CG+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 110 CG + 0.750 L + 0.750 WPA2 + 0.750 FL )+FD+CG+L+WPA2+FL 55 System Derived 1.000 1.0D+ 1.0 FD+ 1.0CG+ 1.0 WPD2 D+FD+CG+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 57 System Derived 1.000 1.0D+ 1.0FD+ 1.0 CG + 0.750 L + 0.750 WPD2 )+FD+CG+L+WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CG-4-L+WPD2+FL 59 System Derived 1.000 1.0 D+ 1.0 FD+ 1.0CG+ 1.0 WPB 1 )+FD+ CG+WPBI 60 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0 WPB D+ FD + CU+ WPB1 61 System Derived 1.000 l.OD+ 1.0FD+ 1.0CG+0.750L+0.750WPBI . )+FD+CG+L+WPBI 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB + 0.750 FL )+FD+CG±L+WPBI+FL 63 System Derived 1.000 1.0D+ 1.0 FD+ 1.0CG+ 1.0WPCI )+FD+ CG+WPCI 64 System Derived 1.000 0.600 D+ 0.600 FD+ 0.600 CU+ 1.0 WPCI ) + FD + CU + WPCI 65 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.7SO WPC I D+FD+CG+L+WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPCI + 0.750 FL )-4-FD+CG+L+WPC1+FL 67 System Derived 1.000 1.0D+ 1.0171)+ 1.0CG+ 1.0WPB2 D+FD+CG+WPB2 68 System Derived 1.000 0.600 D + 0.600 FD +0.600CU + 1.0WPB2 . ) + FD + CU + WP132 69 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750WPB2 D+FD+CG+L+WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 + 0.750 FL 1>+FD+CG-fL+WPB2+FL 71 System Derived 1.000 1.0D+1.0FD+ 1.0CG+ 1.0 WPC2 D+FD+CG+WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 P. FD+ CU +WPC2 73 System Derived 1.000 1.0D+1.0FD+ 1.00G+0.750L+0.750WPC2 . D+FD+CG+L+WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 + 0.750 FL D+FD+CG-f-L+WPC2+FL 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D+FD+CG4-E'-l-EG++EB> 76 System Derived 1.000 1.0 D+ 1.0FD+ 1.0 CG+ 0.910 E>+0.700 EG++ 0.273 EB> )+FD+CG+E>+EG++EB> 77 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+0.273 <E+0.700 EG+ +0.910EB> )+FD+CG±(E+EG++EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> )+FD+CG+<E+EG++EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E + 0.700 EG- + 0.910 EB> )+FD+CU+E-fEG-+EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D+FD+CU+E>-fEG-+ES> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> )+FD+CU+<E+EG-+EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D+FD+CU+<E+EG-+EB> 83 Special 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.750 EB> + 0.700 EG+ D+FD+CG+EB>+EG+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- ) + FD+ CU+ ES> + EG- 85 AISC - Special 1.000 1.0D+ 1.0FD+ 1.00G+2.450 EB> +0.700EG+ )+FD+CG+EB>+EG+ 86 AISC - Special 1.000 0.600 D+ 1.0 FD + 0.600 CU + 2.450 EB> +0.700 EG- )+FD +CU + EB> + EG- 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG-1- + 0.910 <EB D+FD+CG-fE>+EG4+<EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E + 0.700 EG-I- + 0.273 <EB )+FD+CG+E>+EG++<ES 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB )+FD+CG-4-<E+EG++<EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG-I- + 0.273 <EB D+FD+CG+<E+EG-H-<EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB )+FD+CU+E>+EG-+<EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D+FD+CU+E+EG-+<EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB )+FD+CU+<E+EG-+<ES 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB )+FD+CU+<E+EG-+<ES 95 Special 1.000 1.0D+ 1.0FD+ 1.0 CG+ 1.750 <EB +0.700 EG+ D+FD+CG+<EB+EG+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- ) + FD + CU + <ES + EG- 97 AISC - Special 1.000 1.0D+1.0FD+ l.00G+2.450 <EB +0.700EG+ )+FD+CG+<EB+EG+ 98 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EG- D + FD + CU + <EB + EG- File: 4510-09-Magellan.FBO Version: 7. If Date: 6/19/2009 09-1654 Calculations Packag Page: 8 of 148 em- e Time: 7:57:30 AM 1)pcit'q Load Combinations - Brarinp No Origin Factor Application Description System 1.000 l.OWPAI YPA1 2 System 1.000 1.0 WPDI VPDI 3 System 1.000 1.0 WPA2 VPA2 4 System 1.000 1.0 WPD2 WPD2 5 System 1.000 1.0 WPBI WPB 6 System 1.000 1.0WPCI VPCI 7 System 1.000 1.0 WPB2 WPB2 8 System 1.000 1.0WPC2 VPC2 9 System 1.000 0.700 E> E> 10 System 1 1.000 10.700 <E I d C hin,Hnn - P..rlin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0D+1.0CG+1.0W1> D+CG+WI> 3 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 4 System 1.000 0.600D+0.600CU+1.0WI> )+CU+W1> 5 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 . )+CU+<W2 6 System 1.000 1.0D+ 1.0 CG + 0.750 L + 0.750 WI> D+CG+L+WI> 7 System 1.000 1.0D+1.0CG+0.750L+0.750<W2 D+CG+L+<W2 8 System Derived 1.000 1.0D+ 1.0CG+ 1.0WPAI )+CG+WPAI 9 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI D + CU + WPA1 10 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 L+ 0.750 WPA1 )+ CG+ L+ WPAI 11 System Derived 1.000 1.0D+1.0CG+ 1.0WPDI D+CG+WPDI 12 System Derived 1.000 0.600 D + 0.600 CU + 1.0WPDI D+CU+WPD1 13 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 L+ 0.750WPDI )+ CG + L+WPD1 14 System Derived 1.000 1.0D+ 1.0CG+ 1.0WPA2 )+CG+WPA2 15 System Derived 1.000 0.600 D + 0.600 CU + 1.0WPA2 )+CU+WPA2 16 System Derived 1.000 1.0D+ 1.0 CG + 0.750 L + 0.750 WPA2 D+CG+L+WPA2 17 System Derived 1.000 1.0 D+ 1.0 CG + 1.0 WPD2 ) + CG+ WPD2 18 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 ) + CU + WPD2 19 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 L + 0.750 WPD2 )+ CG+ L+WPD2 20 System Derived 1.000 1.0D+ 1.0CG+ 1.O WPB I )+CG+WPB1 21 System Derived 1.000 0.600D+0.600CU+ 1.O WPB I D+CU+WPB1 22 System Derived 1.000 1.0D+ 1.0 CG+0.750 L+0.750 WPB )+CG+ L+WPBI 23 System Derived 1.000 1.0D+ 1.0CG+ 1.O WPC I )+CG+WPC1 24 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC ) + CU + WPC1 25 System Derived 1.000 1.0D+ 1.0 CG+0.750 L+0.7SO WPC I )+CG+L+WPCI 26 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPB2 ) +CG +WPB2 27 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 ) + CU + WPB2 28 System Derived 1.000 1.0D+ 1.00G+0:750L+0.750WPB2 . D+CG+L+WPB2 29 System Derived 1.000 1.0D+1.0CG+1.0WPC2 D+CG+WPC2 30 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 ) + CU + WPC2 31 System Derived 1.000 1.0D+ 1.0CG+0.750L+0.750WPC2 )+CG+L+WPC2 32 System Derived 1.000 1.0 D+ 1.0 CG+0.700 EB> +0.700 EG+ )+CG+EB>+EG+ 33 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG- D + CU + EB> + EG- 34 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <EB + 0.700 EG+ ) + CG + <EB + EG+ 35 System Derived 1.000 0.600 D +0.600 CU + 0.700 <EB + 0.700 EG- D + CU + <EB + EG- I.ni C hintinrn - (irt No. - Origin Factor I Application I Description 1 2 System System 1.000 1.000 1.0 WI> 1.0 <W2 WI> <W2 fl.... I ...,l - D..nf - PnI No. ----------- Origin Factor Application ______ Description 1 System 1.000 1.0 D + 1.0 L ) + L 2 System 1.000 1.0D+ 1.0 WI> )+WI> 3 System 1.000 1.0 D + 1.0 <W2 ) + <W2 4 System 1.000 0.600D+ 1.0 WI> )+WI> 5 System 1.000 0.600 D + 1.0 <W2 ) + <W2 File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 9 of 148 w.,iI D --- I No. Origin - - - Factor Application Description I 2 System System 1 1.000 1.000 1.0 WI> 1.0 <W2 ' l<W2 fl.fl..a4...... T .....A r....,.,. - -Origin --Factor Del H Del V Application . Description User 1.000 150 0 I.OE>+ 1.0EG- E+EG- 2 - User 1.000 150 0 1.0<E+ I.OEG- E+EG- r No. 3 User 1.000 150 0 1.0 EB> . 4 User 1.000 150 0 1.0"ZEB EB 5 System 1.000 0 180 1.0 L . L 6 System 1.000 0 180 0.700 Wi> VI> 7 System 1.000 0 180 0.700 <WI - WI 8 System. 1.000 0 180 0.700W2> V2> 9 System 1.000 0 180 0.700 <W2 cW2 10 System Derived 1.000 0 180 0.700WPAI VPAI 11 System Derived 1.000 0 180 0.700WPDI VPDI 12 System Derived 1.000 0 180 0.700WPA2 VPA2 - 13 System Derived 1.000 0 180 0.700WPD2 VPD2 14 System Derived 1.000 0 180 0.700WPBI VPB1 15 System Derived 1.000 0 180 O.700 WPC I VPCI 16 System Derived 1.000 0 180 0.700WPB2 \TPB2 17 System Derived 1.000 0 180 0.700 WPC2, VPC2 18 System 1.000 60 0 0.700W1> VI> 19 System 1.000 60 0 0.700 <WI <WI 20 System - 1.000 60 0 0.700 W2> V2> 21 System 1.000 60 0 0.700 <W2 <W2 22 System Derived . 1.000 60 0 0.700WPAI VPAI 23 System Derived 1.000 60 0 0.700WPD1 VPDI 24 System Derived 1.000 60 0 0.700WPA2 VPA2 25 System Derived 1.000 60 0 0.700 WPD2 VPD2 26 System Derived 1.000 60 0 ).700 WPB I WPBI 27 System Derived 1.000 60 0 0.700WPCI - VPCI 28 System Derived 1.000 60 0 0.700 WP132 , WPB2 29 System Derived 1.000 60 0 ).700 WPC2 VPC2 Deflection 150 11.0L' No. Origin Factor Deflection Application - Description I 2 System System 1 1.000 1 1.000 90 1 90 0.700 WI> - 0.700 <W2 (Wi> I<W2 Load Type Descriptions D Material Dead Weight C - Collateral Load - CG Collateral Load for Gravity Cases - CU Collateral Load for Wind Cases L Live Load ASLA Alternate Span Live Load, Shifted Right AASL - Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans Live - Notional Right . <L Live -Notional Left S Snow Load US I* Unbalanced Snow Load 1, Shifted Right US I Unbalanced Snow Load 1, Shifted Left US2 Unbalanced Snow Load 2, Shifted Right U52 Unbalanced Snow Load 2, Shifted Left SD Snàw Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, I Span PHI Partial Load, Half, I Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans 5> Snow - Notional Right <S Snow - Notional Left MRS Minimum Roof Snow ' MIRS> Minimum Roof Snow - Notional Right <MRS . Minimum Roof Snow - Notional Left W Wind Load Wi> Wind Load, Case 1, Right <WI Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right - <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right - <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right . - , <W5 Wind Load, Case 5, Left File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 10 of 148 W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load,.Il Ridge, Right WPL Wind Load, II Ridge, Left WPAI Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPBI Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPCI Wind Parallel - Ref C, Case I WPC2 Wind Parallel - Ref C, Case 2 WPD1 Wind Parallel - Ref D, Case I WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WBI Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WBS Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load M'WB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG-f Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right SAL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <AL Auxiliary Live Load, Left, Left AL Aux Live, Right AL Aux Live, Left AL*>(1) Auxiliary Live Load, Right, Right, Aisle I AL>(]) Auxiliary Live Load, Right, Left, Aisle I <AL(1) Auxiliary Live Load, Left, Right, Aisle I <'AL(I) Auxiliary Live Load, Left, Left, Aisle 1 AL*(l) Aux Live, Right, Aisle I Aux Live, Left, Aisle I AL>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AJ>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL(2) Aux Live, Right, Aisle 2 Aux Live, Left, Aisle 2 AL>(3) Auxiliary Live Load, Right, Right, Aisle 3 AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 Aux Live, Right, Aisle 3 AL(3) Aux Live, Left, Aisle 3 AL>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL(4) Auxiliary Live Load, Left, Right, Aisle 4 <AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 Aux Live, Left, Aisle 4 AL>(5) Auxiliary Live Load, Right, Right, Aisle 5 AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL(5) Auxiliary Live Load, Left, Right, Aisle 5 <AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALS Wind, Aux Live Bracing Reaction, Left ALB>(l) Aux Live Bracing Reaction, Right, Aisle I <ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(l) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <WALB(I) Wind, Aux Live Bracing Reaction, Left, Aisle I ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load U User Defined Load - I U2 User Defined Load -2 U3 User Defined Load -3 U4 User Defined Load -4 U5 User Defined Load - S U6 User Defined Load -6 U7 User Defined Load -7 US User Defined Load -8 U9 User Defined Load -9 IJB User Brace Reaction UB 1 User Brace Reaction - I UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UBS User Brace Reaction - 5 UB6 User Brace Reaction - 6 IJB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction -9 R Rain Load T Temperature Load V Shear File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 ,;7 . 09-1654 Calculations Package Time: 7:57:30 AM Page: 11 of 148 A.Id IT nI Cnn,1.ot Side • Shape Units Type Description Mag X-Loc Y-Loc Frm Brc Grt Pur Pn1 Sjp. Dir. Loc. 2 LN pif E IEZZ SEISMIC 140.00 0/0/0 13/0/0 Y N N N N N IN OF 2 LN plf E 4EZZ SEISMIC 140.00 96/0/0 13/0/0 Y N N N N N IN OF 2 SP psf W 10 PSF MN 10.00 91/0/0 0/0/0 Y N N N N N IN OF 2 SP psf W I0 PSF MIN 10.00 91/0/0 26/2/11 Y N N N N N IN OF 2 SP psf W 10 PSF MIN 10.00 0/0/I 26/2/11 Y. N N N N N IN OF 2 SP psi W 10 PSF MIN 10.00 0/0/0 0/0/0 Y N N N N N IN OF 2 LN plf E 4EZZ SEISMIC 60.00 0/0/I 26/2/11 Y N N N N N IN OF 2 LN pif E 4EZZ SEISMIC 60.00 96/0/0 26/2/11 Y N N N N N IN OF 2 PT k E> 4EZZ SEISMIC 19.00 45/0/0 13/0/0 N Y N N N N RIGHT OF 2 PT k <E 4EZZ SEISMIC 19.00 23/0/0 13/0/0 N Y N N N N LEFT OF 2 PT k E' 4EZZ SEISMIC 13.00 45/0/0 26/2/I1 N Y N N N N RIGHT OF 2 PT k <E 4EZZ SEISMIC 13.00 23/0/0 26/2/11 N Y N N N N LEFT OF 3 ES psf W 10 PSF MIN 10.00 0/0/0 0/0/0 Y N N N N N IN OF 4 LN pif E 6EZZ SEISMIC 140.00 0/0/ 13/0/0 Y N N N N N IN OF 4 LN pif E MEZZ SEISMIC 140.00 24/9/0 13/0/0 Y N N N N N IN OF 4 LN plf E MEZZ SEISMIC 60.00 0/0/ 26/2/12 Y N N N N N IN OF 4 LN pif. E 4EZZ SEISMIC 60.00 24/9/0 26/2/12 Y N N N N N IN OF 8 LN plf E NIEZZ SEISMIC 140.00 0/0/0 13/0/0 Y N N N N N IN OF 8 LN pif E NIEZZ SEISMIC 140.00 50/0/0 13/0/0 Y N N N N N IN OF 8 LN pif E fEZZ SEISMIC 60.00 0/0/0 27/4/0 Y N N N N N IN OF 8 LN pif E 4IEZZ SEISMIC 60.00 50/0/0 27/4/0 Y N N N N N IN OF .12 LN plf E MEZZ SEISMIC 140.00 0/0/0 13/0/0 Y N N N N N IN OF 12 LN pif E {EZZ SEISMIC 140.00 46/0/0 13/0/0 Y N N N N N IN OF. 12 LN plf E vfEZZ SEISMIC 60.00 0/0/0 27/4/0 Y N N N N N IN OF 12 LN pif E 4EZZ SEISMIC 60.00 46/0/0 27/4/0 Y N N N N N IN OF A RC psf CG (12) 250# RTU 20.00 -10/0/0 40/4/0 Y N N Y N N IN OF A RC psi CG (12) 2504 RTU 20.00 -10/0/0 -50/4/0 Y N N Y N N IN OF A RC psf CG 12) 2504 RTU 20.00 19/0/0 -50/4/0 Y N N Y N N IN OF A RC psf CG (12) 2504 RTU 20.00 19/0/0 -40/4/0 Y N N Y N N IN OF A LN pif E> vIEZZ SEISMIC 190.00 56/0/0 -52/10/7 Y N N N N N LEFT OF A LN pif E> vIEZZ SEISMIC 190.00 56/0/0 0/0/0 Y N N N N N LEFT OF A LN pif <E v1IEZZ SEISMIC 190.00 56/0/0 -52/10/2 Y N N N N N RIGHT OF A LN pif <E vIEZZ SEISMIC 190.00 56/0/0 0/0/0 Y N N N. N N RIGHT OF A LN pif E> vIEZZ SEISMIC 190.00 -34/0/0 -52/10/2 Y N N N N N LEFT OF A LN pif E> 4EZZ SEISMIC 190.00 -34/0/0 0/0/0 Y N N N N N LEFT OF A LN pif <E vIEZZ SEISMIC 190.00 -34/0/0 -52/10/2 Y N N N N N RIGHT OF A I LN I plf I <E MEZZ SEISMIC 190.00 -34/0/0 0/0/I Y N N N N N RIGHT, OF File: 4510-09-Magellan.FBO Version: 7. If Date: 6/19/2009 - 09-1654 Calculations Package Time: 7:57:30 AM Page: 12 of 148 Tl P,i.t I fn.. ('n Q Side Units Type Description Magi Loci Offset HorV Supp. Dir. Coef. I Loc. I k FD MEZZ -1.0 13/0/0 NA NA Y I DOWN 1.000 CL I k FL MIEZZ -3.00 13/0/0 NA Nil N DOWN 1.000 CL I p E> v[EZZ SEISMIC->Resolved From Plane 735.00 13/0/0 NA Nil N RIGHT 1.000 OF 1 p <E vIEZZ SEISMIC->Resolved From Plane -735.00 13/0/0 NA Nil N LEFT 1.000 OF I p E> MEZZ SEISMIC-Resolved From Plane 315.00 27/4/0 NA Nil N RIGHT 1.000 OF I I p I <E MIEZZ SEISMIC->Resolved From Plane 1 -315.0 27/4/0 Ni NAI N LEFT 1.000 OF File: 45 10-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 13 of 148 TT.... 4......l V....,. I f. 2 C Side Units Type -- - - Description Magi Loci Offset F1orV Supp Dir. Coef.I Loc. I k FL MEZZ -1.00 13/0/0 NA NA N DOWN 1.000 CL I p E> MEZZ SEISMIC->Resolved From Plane 2275.00 13/0/0 NA NA N RIGHT 1.000 OF 1 p <E MEZZ SEISMIC->Resolved From Plane -2275.00 13/0,1 NA Ni N LEFT 1.000 OF I p E> MEZZ SEISMIC->Resolved From Plane 975.00 27/4/0 NA NJ N RIGHT 1.000 OF I p <E MEZZ SEISMIC->Resolved From Plane -975.00 27/4/0 NA NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC->Resolved From Plane 3150.00 13/0 NA Ni N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC-Resolved From Plane -3150.00 13/0/0 NA Ni N LEFT 1.000 OF 4 p E> MEZZ SEISMIC->Resolved From Plane 1350.00 26/2/11 NJ NA N RIGHT 1.000 OF 4 _p_ <E MEZZ SEISMIC-Resolved From Plane -1350.00 26/2/11 NJ j_ LEFT 1.000 .•Q TT.... 4....l T T f... Cd.,... 2 C Side Units Type -- - - Description Magi Loci Mag2 Loc2 Supp. Dir. Coef. Loc. 3 plf CG (12) 250# RTU->Resolved From Plane -200.98 40/44 -200.98 50/3/14 N DOWN 1.000 OF 4 plf WI> IO PSF MIN->Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf <WI 10 PSF MIN->Resolved From Plane -225.00 0/0/0 -225.0 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN->Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN->Resolved From Plane -225.00 0/0/0 -225.0' 26/2/11 N LEFT 1.000 OF 4 plf WPAI IO PSF MIN->Resolved From Plane 225.00 0/0/0 225.00 26/2/1I N RIGHT 1.000 OF 4 plf WPD1 10 PSF MIN->Resolved From Plane -225.00 0/0/0 -225.0' 26/2/11 N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN->Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 10 PSF MIN-Resolved From Plane -225.00 0/0/0 -225.0' 26/2/11 N RIGHT -1.000 OF 4 plf WPBI 10 PSF MIN->Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf WPCI IO PSF MIN-Resolved From Plane -225.00 0/0/0 -225.0 26/2/11 N RIGHT -1.000 OF 4 plf WPB2 10 PSF MIN->Resolved From Plane 225.00 0/0/0. 225.00 26/2/11 N RIGHT 1.000 OF 4 _p WPC2 10 PSF MIN->Resolved From Plane -225.00 0/0/0 -225.0 26/2/11 N RIGHT -1.000 OF 1Q02 Y c7-in" \ File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 am 09-1654 Calculations Package Time: 7:57:30 AM :Page: 14 of 148 User Defined Frame Point Loads for Cross Section: 9 Side Units Type Description Magi Loci Offset HorV Su Dir. Coef. Loc. I k E> MEZZ SEISMIC 2.01 27/3/14 NA NI N RIGHT 1.000 OF I k <E MEZZ SEISMIC -2.01 27/3/14 NA NA N LEFT 1.000 OF I p E> MEZZ SEISMIC-Resolved From Plane 2625.00 13/0/0 NA NI N RIGHT 1.000 OF I p <E I= SEISMIC->Resolved From Plane -2625.00 13/0/0 NA NI N LEFT 1.000 OF I p E> MEZZ SEISMIC-Resolved From Plane 1125.00 27/4/0 NA NI N RIGHT 1.000 OF I p <E vIEZZ SEISMIC-Resolved From Plane -1125.00 27/4/0 NA NI N LEFT 1.000 OF 4 k FL MEZZ -3.01 13/0/0 NA NI N DOWN 1.000 CL 4 p MEZZ SEISMIC->Resolved From Plane 1610.80 13/0/0 NA NI N RIGHT 1.000 OF 4 p <E IMEZZ SEISMIC-Resolved From Plane -1610.80 13/0/0. NA NI N LEFT 1.000 OF 4 p E> v1EZZ SEISMIC->Resolved From Plane 690.3 26/2/11 NA NI N RIGHT 1.000 OF 4 _p_ <E MEZZ SEISMIC-Resolved From Plane -690.3 26/2/11 NA NI N LEFT 1.000 OF User Defined Frame Line Loads for Cross Section: 9 Side Units Type Description Magl Loc] Mag2 Loc2 Supp. Dir. Coef. Loc. 4 plf WI> 10 PSF MIN->Resolved From Plane 115.06 0/0/0 115.06 26/2111 N RIGHT 1.000 OF 4 plf <WI 10 PSF MIN->Resolved From Plane -115.06 0/0/0 -115.0 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN-Resolved From Plane 115.06 0/0/0 115.06 26/2111 N RIGHT 1.000 OF 4 plf <W2 I0 PSF MIN->Resolved From Plane -115.06 0/0/0 -115.0 26/2/11 N LEFT 1.000 OF 4 plf WPAI I0 PSF MTN->Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf WPDI 10 PSF MIN->Resolved From Plane -115.06 0/0/0 -115.0 26/2/11 N RIGHT -1.000 OF 4 plf WPA2 l0 PSF MIN->ResolvedFromPlane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 IO PSF MJN->ResolvedFromPlane -115.06 0/0/0 -115.0 26/2/11 N RIGHT -1.000 OF 4 plf WPBI I0 PSF MIN->Resolved From Plane 115.06 0/0/0 115.06 26/2/11 . N RIGHT 1.000 OF 4 plf WPCI IO PSF MIN->Resolved From Plane -II5.06 0/0/0 -115.0 26/2/11 N RIGHT -1.000 OF 4 plf WPB2 10 PSF MIN-Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf WPC2 10 PSF MIN-Resolved From Plane -115.06 0/0/0 -115.06,26/2/1I N RIGHT -1.000 OF File: 4510-09-Magellan.FBO Version: 7.1f '? Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 15of148 .. ,- • - Side Units Type Description Magi Locl Offset HorV Supp. Dir. Coef. Loc. I k E> MEZZ SEISMIC 2.00 27/3/14 NJ NA, N RIGHT 1.000 OF I k <E 4EZZ SEISMIC -2.00 27/3/14 NI NA N LEFT 1.000 OF I p E> MIEZZ SEISMIC->Resolved From Plane 1229.57 13/0/0 NI NA N RIGHT 1.000 OF I p <E ,IIEZZ SEISMIC-Resolved From Plane -1229.5: 13/0/0 N/ NA N LEFT 1.000 OF I p E> M1EZZ SEISMIC->Resolved From Plane 526.9 27/4/0 NI NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC->Resolved From Plane -526.94 27/4/0 Ni NA LEFT 1.000 OF 1000 k FL MIEZZ . -2.0 13/0/0 Ni NA N DOWN 1.000 CL 1001 k FL MEZZ . -19.0 13/0/' . Ni . NA N DOWN 1.000 CL 1001 1 k FD IMEZZ -5.0 13/0/0 Ni NA N DOWN 1.000 CL 10-11 100'. 1 - i'r-tr 44-Icr - 21•.." j Rr File: 4510-09-Magellan.FBO . . Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 16 of 148 Side Units Type Description Magi Loci Offset HorV p Dir. Coe f. Loch I p E' MEZZ SEISMIC-Resolved From Plane 1892.80 13/0/0 N/ N) N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -1892.80 13/0/0 N/ N) N LEFT 1.000 OF 1 p E> MEZZ SEISMIC-Resolved From Plane 811.20 27/4/0 N) N) N RIGHT 1.000 OF I p <E 4EZZ SEISMIC-Resolved From Plane -811.20 27/4/0 NI NA N LEFT 1.000 OF 4 k FL MEZZ -4.0( 13/0/0 Ni NA N DOWN 1.000 CL 4 p E> MEZZ SEISMIC-Resolved From Plane 2690.80 13/0/0 Ni NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC->Resolved From Plane -2690.80 13/0/0 N) NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC-Resolved From Plane 1153.20 26/2/I1 N) NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC-Resolved From Plane -1153.20 26/2/11 N) NA N LEFT 1.000 OF 2000 k FL MEZZ -14.00 13/0/0 N) NA N DOWN 1.000 CL 2000 1 k FD MEZZ -3.01 13/0/0 N) N) N DOWN 1.000 CL UbVI IJCIIUCU Side rr Units I allnc admit Sr Type -'i Description _________ Magi Loci Mag2 Loc2 Supp.1 Dir. Coef. Loc 4 plf Wl> 10 PSF MIN->Resolved From Plane 135.20 0/0/0 135.2 26/2/11 N RIGHT 1.000 OF 4 plf <WI 10 PSF MIN-Resolved From Plane -135.20 0/0/0 -135.2 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN-Resolved From Plane 135.20 0/0/0 135.2 26/2111 N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN-Resolved From Plane -135.20 0/0/0 -135.2 26/2/11 N LEFT 1.000 OF 4 plf WPAI 1O PSF MIN-Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf WPD1 IO PSF MIN->Resolved From Plane -135.20 0/0/0 -135.21 26/2/11 N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN-Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 lO PSF MIN-Resolved From Plane -135.2 0/0/0 -135.21 26/2/11 N RIGHT -1.000 OF 4 plf WPBI 10 PSF MIN-Resolved From Plane 135.20 0/0/0 135.21 26/2/11 N RIGHT 1.000 OF 4 plf WPCI 10 PSF MIN-Resolved From Plane -135.20 0/0/0 -135.21 26/2/11 N RIGHT -1.000 OF 4 plf WPB2 I0 PSF MIN-Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF iLI WPC2 110 PSF MIN->Resolved From Plane -135.20 0/0/0 -135.21 26/2/I1 N RIGHT -1.000 OF File: 4510-09-Magellan.FBO . Version: 7.1f W Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 17 of 148 . o.:..T ..i f.... C'..... c,,.... A Side Type Description Magi Locl Offset HorV Supp. Dir. Coef. Loc. I p E> MEZZ SEISMIC-Resolved From Plane 3115.00 13/0/0 NI NA N RIGHT 1.000 OF 1' p -Units <E MEZZ SEISMIC-Resolved From Plane -3115.00 13/0/0 NI NA N LEFT 1.000 OF I p E> MEZZ SEISMIC-Resolved From Plane 1335.00 27/4/0 NI NA N RIGHT 1.000 OF p <E MEZZ SEISMIC->Resolved From Plane -1335.00 27/4/0 NI NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC-Resolved From Plane 3115.00 13/0/0 NI NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC->Resolved From Plane -3115.01 13/0/0 N) Ni N LEFT 1.000 OF 4 p E 4E77 SEISMIC->Resolved From Plane 1335.00 26/2/11 NI Ni N RIGHT 1.000 OF 4 <E lEZZ SEISMIC-Resolved From Plane -1335.00 26/2/11 NI Ni N LEFT 1.000 OF TI...... 4....,l V........ I I..... I ,...,l.. f.... r..,..... A - Side Units Type Description Magl Locl Mag2 I Loc2 Supp. Dir. Coef. Loc. 3 plf CG (12)250#RTU->Resolved From Plane . -28.85 40/4/2 -28.8. 50/3/14 N DOWN 1.000 OF 4 plf WI> 10 PSF MIN-Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf <WI 10 PSF MIN-Resolved From Plane -222.50 0/0/0 -222.5' 26/2111 N LEFT 1.000 OF 4 plf . W2> I0 PSF MIN-Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf <W2 10 PSF Mll'->Resolved From Plane -222.50 0/0/0 -222.5 26/2/11 N LEFT 1.000 OF 4 plf WPAI 10 PSF MIN-Resolved From Plane 222.50 010/0 222.50 26/2111 N RIGHT 1.000 OF 4 plf WPDI 10 PSF Mfl'l->Resolved From Plane -222.50 0/0/0 -222.5 26/2/11 N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN-Resolved From Plane . 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 10 PSF MIN->Resolved From Plane , -222.50 0/0/0 -222.5( 26/2111 N RIGHT -1.000 OF 4 plf WPB 10 PSF MIN->Resolved From Plane 222.50 0/0/0 222.50 26/2111 N RIGHT 1.000 OF 4 plf WPCI 10 PSF MIN-Resolved From Plane -222.5 0/0/0 -222.5( 26/2/11 N RIGHT -1.000 OF 4 plf WPB2 10 PSF MIN->Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF _p!L.I WPC2 110 PSF MIN-Resolved From Plane -222.50 0/0/0 -222.51 26/2/I1 N I RIGHT -1.0001 OF 1Q01 (J) ' Lx c,1 1v File:4510-09-Magellan.FBO. . Version,: 7.1f Date: 6/19/2009 F=_ 09-1654 Calculations Package Time: 7:57:30 AM Page: 18 of 148 User Defined Frame Point Loads for Cross Section: 5 Side Units Type Description Magi Loci Offset HorV Supj Dir. Coef. Loc. I k FL MIEZZ -3.00 13/0/0 N/ NA N DOWN 1.000 CL 1 k FD 4EZZ -1.0 13/0/0 I4i NA N DOWN 1.000 CL I p E> MEZZ SEISMIC->Resolved From Plane 1365.00 13/0/0 N/ NA N RIGHT 1.000 OF I p <E 4EZZ SEISMIC-Resolved From Plane -1365.00 13/0/0 Ni NA N LEFT 1.000 OF p E> N= SEISMIC->Resolved From Plane 585.00 27/4/0 Ni NA N RIGHT 1.000 OF 1 p <E 4EZZ SEISMIC-Resolved From Plane -585.00 27/4/0 N/ NA N LEFT 1.000 OF 4 p E> SEISMIC->Resolved From Plane 2975.0 13/0/ N/ Ni N RIGHT 1.000 OF 4 p <E SEISMIC->Resolved From Plane -2975.00 13/0/0 N/ Ni N LEFT 1.000 OF 4 p E> SEISMIC->Resolved From Plane Ri 1275.00 26/2/11 N/ Ni N RIGHT 1.000 OF 4 p<E SEISMIC->Resolved From Plane -1275.00 26/2/11 N/ NA N LEFT 1.000 OF User Defined Frame Line Loads for Cross Section: 5 Side Units Type Description Magl I Locl Mag2 Loc2 Supp. Dir. Coef. Loc. 3 plf CG (12)2504 RTU->Resolved From Plane -350.18 40/4/ -350.18 50/3/14 .N DOWN 1.000 OF 4 plf WI> IO PSF MIN->R.esolved From Plane 212.50 01610 212.51 26/2/11 N RIGHT. 1.000 OF 4 plf <WI I0 PSF MIN-Resolved From Plane -212.50 0/0/0 -212.51 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN-Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN-Resolved From Plane -212.50 0/0/0 -212.5 26/2/11 - N LEFT 1.000 OF 4 plf WPAI 10 PSF MIN-Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf WPD1 IO PSF MIN-Resolved From Plane -212.51 0/0/ -212.5 26/2111 N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN->Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 1O PSF MIN-Resolved From Plane -212.50 0/0/0 -212.5 26/2/I1 N RIGHT -1.000 OF 4 plf WPBI 10 PSF MIN->Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf WPCI 10 PSF MIN->Resolved From Plane -212.50 0/0/0 -212.5 26/2/I 1 N RIGHT -1.000 OF 4 p1! . WPB2. 10 PSF MIN-Resolved From Plane 212.50 0I0/( 212.50 26/2/11 N RIGHT 1.000 OF L WPC2 IO PSF MThJ->Resolved From Plane -212.50 0/0/0 -212.5 26/2/11 N RIGHT 4.000 OF File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Packag Page: 20 of 148 e Time: 7:57:30 AM em- Shape: FBO Builder Contact: Mike Stevens Name: MW Construction, Inc. Address: 2615 Auto Park Way City, State Zip: Escondido, California 92029 Country: United States Loads and Codes - Shape: FBO Project: MW Construction, Inc. Builder P0 #: 2008 Jobsite: 2016 Palomar Airport Road City, State Zip: Carlsbad, California 92008 County, Country: San Diego, United States City: Carlsbad County: San Diego State: California Country: United States Building Code: 2007 California Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2006 International Building Code Cold Form: 04AISI- ASD Building Use: Standard Occupancy Structure Dead and Collateral Loads Live Load Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: 2.39 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic): 10.00 psf Wind Load Snow Load Seismic Load Wind Speed: 90.00 mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss: l 17.40 %g Wind Exposure (Factor): C (0.959) Design Snow (Sloped): 0.00 psf Mapped Spectral Response - S 1:44.40 %g Parts Wind Exposure Factor: 0.959 Snow Exposure Category (Factor): I Fully Exposed Seismic Hazard I Use Group: Group I (1.00) Wind Enclosure: Enclosed Snow Importance: 1.000 Seismic Importance: 1.000 Wind Importance Factor: 1.000 Thermal Category (Factor): Heated (1.00) Seismic Performance / Design Category: D Topographic Factor. 1.0000 Ground / Roof Conversion: 1.00 Framing Seismic Period: 0.0000 % Snow Used in Seismic: 0.00 . Bracing Seismic Period: 0.2352 NOT Windbome Debris Region Seismic Snow Load: 0.00 psf Framing R-Factor: 3.5000 Base Elevation: 0/0/0 Unobstructed, Slippery Roof Bracing R-Factor: 3.2500 Primary Zone Strip Width: N/A Soil Profile Type: Stiff soil (D, 4) Parts / Portions Zone Strip Width N/A Diaphragm Conditioti: Flexible Basic Wind Pressure: 16.90 psf Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1792 x W - USR Brace Seismic Factor (Cs): 0.2481 x W Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder ha s c a l l e d t h e l o c a l B u i l d i n g O f f i c i a l o r P r o j e c t E n g i n e e r t o o b t a i n a l l c o d e a n d loading information for this specific building site. Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Live Load ASLA Alternate Span Live Load, Shifted Right AASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left S Snow Load USI Unbalanced Snow Load I, Shifted Right US I Unbalanced Snow Load 1, Shifted Left US2 Unbalanced Snow Load 2, Shifted Right 5US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, 1 Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans 5> Snow - Notional Right <S Snow - Notional Left MRS Minimum Roof Snow MRS> Minimum Roof Snow - Notional Right <MRS Minimum Roof Snow - Notional Left W Wind Load WI> Wind Load, Case l,Right <WI Wind Load, Case l,Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, II Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case I WPA2 Wind Parallel - Ref A, Case 2 WPB1 Wind Parallel - Ref B, Case I File: 4510-09-Magellan.FBO Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2009 e Time: 7:57:30 AM Page: 21 of 148 WPB2 Wind Parallel - Ref B, Case 2 WPCI Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPD1 Wind Parallel - Ref D, Case I WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case I, Left WB2> Wind Brace Reaction, Case 2, Right <W132 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL' Alternate Span Floor Live Load, Shifted Right 'FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL'> Auxiliary Live Load, Right, Right 'AL> Auxiliary Live Load, Right, Left <AL' Auxiliary Live Load, Left, Right <'AL Auxiliary Live Load, Left, Left AL' Aux Live, Right 'AL Aux Live, Left AL')'(l) Auxiliary Live Load, Right, Right, Aisle I 'AL>(l) Auxiliary Live Load, Right, Left, Aisle I <AL'(l) Auxiliary Live Load, Left, Right, Aisle 1 <'AL(l) Auxiliary Live Load, Left, Left, Aisle 1 AL'(l) Aux Live, Right, Aisle I 'AL(l) Aux Live, Left, Aisle 1 AL'>(2) Auxiliary Live Load, Right, Right, Aisle 2 'AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL'(2) Auxiliary Live Load, Left, Right, Aisle 2 <'AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL'(2) Aux Live, Right, Aisle 2 'AL(2) Aux Live, Left, Aisle 2 AL'>(3) Auxiliary Live Load, Right, Right, Aisle 3 'AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL'(3) Auxiliary Live Load, Left, Right, Aisle 3 <'AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL'(3) Aux Live, Right, Aisle 3 'AL(3) Aux Live, Left, Aisle 3 AL'>(4). Auxiliary Live Load, Right, Right, Aisle 4 'AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL'(4) Auxiliary Live Load, Left, Right, Aisle 4 <'AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL'(4) Aux Live, Right, Aisle 4 'AL(4) Aux Live, Left, Aisle 4 AL'>(S) Auxiliary Live Load, Right, Right, Aisle 5 'AL>(S) Auxiliary Live Load, Right, Left, Aisle 5 <AL'(S) Auxiliary Live Load, Left, Right, Aisle 5 <'AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL'(S) Aux Live, Right, Aisle 'AL(S) Aux Live, Left, Aisle ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(l) Aux Live Bracing Reaction, Right, Aisle I <ALB(l) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(I) Wind, Aux Live Bracing Reaction, Right, Aisle I <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle S <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle S WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defmed Load U User Defined Load - I U2 User Defined Load -2 U3 User Defined Load -3 U4 User Defined Load -4 US User Defined Load - 5 U6 User Defined Load -6 U7 User Defined Load -7 U8 User Defined Load - 8 U9 User Defined Load -9 UB User Brace Reaction UB 1 User Brace Reaction - I UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UBS User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load Temperature Load V Shear File: 45 10-09-Magellan.FBO Version: 7.1f 14 I . 2 8 ®QO Date: 6/19/2009 w V4. ?.~. - 09-1654 Calculations Packdge Time: 7:57:30 AM Page: 22of148 n.—II n ... I,!;.rn tinn Shape - Overall Width Overall Length Floor Area (sq. ft.) Wall Area (sq. ft.) Roof Area (sq. ft.) Max. Eave Height Mm. Eave Height 2 Max. Roof Pitch Mm. Roof I Pitch Peak Height FBO 1 14/5/0 117/0/0 5938 5530 6320 27/4/0 27/0/6 -0.250:12 8.5 File: 45 10-09-Magellan.FBO Version: 7.1 f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 23 of 148 FBO: Mezzanine 1 @13/0/0 a U5 File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 I Z:.m 09-1654 Calculations Package Time: 7:57:30 AM Page: 24 of 148 Wall: 8 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 L> D + FD + CO + L> 2 System 1.000 1.0D+1.0FD+1.000+1.0<L D+FD+CG+<L 3 System 1.000 1.0D+1.0FD+ 1.0CG+ 1.0WI> D+FD+CG+W1> 4 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <WI D + FD + CG + <Wi 5 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 W2> + FD + CG + W2> 6 System 1.000 1.0D+1.0FD+ 1.0CG+1.0<W2 D+FD+CO+<W2 7 System 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0 WI> D+ FD+CU+W1> 8 System 1.000 0.600D+0.600 FD+0.600 CU+ 1.0<W1 D+FD+CU+<WI 9 System 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0W2> D+FD+CU+W2> 10 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 <W2 D +FD+CU+<W2 II System 1.000 i.OD+i.OFD+ i.00G+ 1.0 FL D+FD+CG+FL 12 System 1.000 1.0 D + 1.0 FD + 1.0 CO D + FD + CO 13 System 1.000 I.0D+1.0FD+ 1.0CG+0.750L+0.750W1> +FD+CG+L+WI> 14 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <WI + FD + CO + L + <Wi 15 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750W2> D+FD+CG+L+W2> 16 System 1.000 1.0D+ 1.0 FD+ 1.0 CO+0.750 L+0.750<W2 +FD+CG+ L+<W2 17 System 1.000 1.0D+1.0FD+1.0CG+0.750L>+0.750FL D + FD + CG + L> + FL 18 System 1.000 i.OD+ 1.0FD+ 1.0CG+0.750 <L+0.7SOFL +FD+CG+<L+FL 19 System 1.000 1.0 D+ 1.0 FD + 1.0 CG+ 0.750 L+ 0.750 WI> + 0.750 FL FD+CG+L+WI>+FL 20 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <WI + 0.750 FL +FtfCG+L+<WI+FL 21 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CG+L+W2>-fFL 22 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 + 0.750 FL FD+CG+L+<W2+FL 23 System 1.000 1.0D+I.0FD+ 1.0 CG+0.750 FL D+FD+CG+FL 24 System 1.000 1.0D+1.0FD+I.0CG+0.910E+0.700EG+ D+FD+CG+E>+EG+ 25 System 1.000 1.0D+1.0FD+ 1.00G+0.910<E+0.700EG+ D + FD + CG + <E + EG+ 26 System 1.000 0.600D+ 0.600 FD + 0.600 CU + 0.910 E+ 0.700 EG- D + FD+ CU+ E"+ EG- 27 System 1.000 0.600 D+ 0.600 FD+0.600 CU + 0.910 <E+0.700 EG- D+FD + CU +<E+ EG- 36 System Derived 1.000 I.0D+1.0FD+ I.00G+ 1.0WPAi D+FD+CG+WPA1 37 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI + FD + CU + WPA1 38 System Derived 1.000 1.0D+ 1.0 FD+ 1.0 CO+0.750L+0.7SOWPA1 +FD+CG+L+WPAI 39 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CG+L+WPAI+FL 40 System Derived 1.000 I.OD+ 1.0 FD+ 1.000+ 1.0WPD1 +FD+CG+WPD1 41 System Derived 1.000 0.600D+ 0.600 FD + 0.600 CU+ 1.0 WPD1 D + FD+CU+WPDI 42 System Derived 1.000 1.0 D+ 1.0FD+ 1.0 CG+0.750L+0.75OWPDI +FD+CO+L+WPDi 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL +FD+CG-l-L+WPDi+FL 44 System Derived 1.000 1.0D+1.0FD+1.0CG+1.0WPA2 +FD+CG+WPA2 45 System Derived 1.000 0.600D+0.600 FD+0.600CU+ 1.0WPA2 D+FD+CU+WPA2 46 System Derived 1.000 1.0D+I.0FD+1.000+0.750L+0.750WPA2 D+FD+CO+L+WPA2 47 System Derived 1.000, 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CG-I-L+WPA2+FL 48 System Derived 1.000 1.0 D+ 1.0 FD+ 1.0 CO+ 1.0 WPD2 + FD+ CO+ WPD2 49 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0 WPD2 +FD+CU+WPD2 50 System Derived 1.000 1.0D+ 1.0FD+ 1.0 CO+0.750L+0.7SOWPD2 D+FD+CO+L+WPD2 51 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CG-I-L+WPD2+FL 52 System Derived 1.000 I.OD+i.OFD+ I.00O+I.O WPB I D+FD+CG+WPB1 53 System Derived 1.000 0.600 D+ 0.600 FD + 0.600 CU + I.0 WPB 1 + FD+ CU+ WPB1 54 System Derived 1.000 1.0 D+ 1.0FD+ 1.00O+0.750L+0.750 WPB 1 D+FD+CG+L+WPBI 55 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB + 0.750 FL FD+CG-i-L+WPB1+FL 56 System Derived 1.000 I.OD+ 1.0FD+ 1.0CG+ 1.O WPC I -i-FD+CO+WPC1 57 System Derived 1.000 0.600 D + 0.600 FD+0.600 CU + 1.O WPC I -D+ FD + CU +WPCi 58 System Derived 1.000 I.OD+ i.OFD+ 1.000+0.750 L+0.7SOWPC1 D+FD+CO+L+WPCI 59 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPCI + 0.750 FL FD+CO+L+WPCI+FL 60 System Derived 1.000 1.0D+1.0FD+ I.00O+ 1.0 WPB2 +FD+CO+WPB2 61 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 D + FD + CU + WPB2 62 System Derived 1.000 1.0 D+ 1.0FD+ 1.00O+0.750L+0.750WPB2 D+FD+CO+L+WPB2 63 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 + 0.750 FL FD+CG+L+WPB2+FL 64 System Derived 1.000 1.0D+1.0FD+ I.00O+ 1.0 WPC2 +FD+CG+WPC2 65 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 + FD + CU + WPC2 66 System Derived 1.000 1.0D+1.0FD+ 1.00O+0.750L+0.750WPC2 D+FD+CO+L+WPC2 67 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL FD+CG+L+WPC2+FL 68 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 EB> FD+CG+E+EG++EB> 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 EB> D+FD+CG+E>+EG++EB> 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 EB> D+FD+CG+<E+EG++EB> 71 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.9 10 <E + 0.700 EG+ + 0.273 EB> FD+CG+<E+EG++EB> File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 3& - 09-1654 Calculations Package Time: 7:57:30 AM Page: 25 of 148 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D+FD+CU+E>+EG-+EB> 73 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> )+FD+CU+E>+EG-+EB> 74 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.9 10 EB> D+FD+CU+<E+EG-+EB> 75 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D+FD+CU+<E+EG-+EB> 80 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EQ-f + 0.910 <EB D+FD+CG-FE>-fEG++<EB 81 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG-f + 0.273 <EB D+FD+CG+E>-+EG±+<EB 82 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB D+FD+CG+<E+EG++<EB 83 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EQ-I- + 0.273 <EB D+FD+CG4<E+EG+-4-<EB 84 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E + 0.700 EG- + 0.910 <EB D+FD+CU+E>-4-EG-+<EB 85 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D+FD+CU+E>+EG-+<EB 86 System Derived 1.000 0.600 D 4-0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D+FD+CU+<E+EG-+<EB 87 System Derived 1 1.000 10.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D+FD+CU+<E+EG-+(EB File: 4510-09-Magellan.FBO Version: 7.1f - Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 26 of 148 Wall: 8 Frame ID:Portal Frame - Frame Type:Portal Frame Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tvoe at Frame Cross Section: J Type -. X-Loc Grid - Grid2 Base Plate WxL(in) Base Plate Thickness (in) Anchor Rod Qty/Diam (in) Column Base Elev. Exterior Column 0/0/0 J-9 11x29 0625 4 1500 100-0 Exterior Column 15/6/0 J-10 11x29 0 625 4 1 500 1001-01, Load Type Desc. Hx Vy Hx Vy D Frm - 1.8 - 1.8 - - - FD -Frm 0.0 1.0 -0.0 1.0 - - - CG Fm - - - - - - - L> Frm - - - - - - - Frm - - - - - - - Wi> Frm - - - - - - - <WI Frm - - - - - - - W2> Frm - - - - - - - - <W2 Frm - - - -_ - - - - CU Frm - - - - - - - FL Frm 0.2 5.0 -0.2 5.0 - - - L Frm - - - - - - - Frm -0.2 -0.4 -0.2 0.4 - - - EQ-I- Frm - 0.2 - 0.2 - - <E Frm 0.2 . 0.4 0.2 -0.4 - - - EG- Frm - -0.2 - -0.2 - - - WPAI Brc -0.2 -1.1 -0.2 1.1 - - - WPD1 Brc 0.2 0.7 0.2 -0.7 - - - WPA2 Brc -0.1 -0.4 -0.1 0.4 - - - WPD2 Brc 0.3 1.4 0.3 -1.4 - - - WPBI Brc -0.2 -1.0 -0.2 1.0 - - - WPC1 Brc 0.1 0.5 0.1 -0.5 - - - WPB2 Brc -0.1 -0.3 -0.1 0.3 - - - WPC2 Brc 0.3 1.2 0.3 -1.2 - - - EB> Brc -9.5 -31.4 -9.7 31.4 - - - <EB Brc 1 11.0 37.4 10.9 -37.4 - - - File: 4510-09-Magellan.FBO Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2009 e Time: 7:57:30 AM Page: 27 of 148 Frame Reactions - Factored Load Cases at Frame Cross Section: J -- ...l ..A... 4.. Anls,k M,thn1 X-Loc 0/0/0 15/6/0 Grid I - Grid2 J-9 J-10 - IA Description Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) 1 1 D+FD+CG+L> 0.0 2.8 -0.0 2.8 - - - 2 D+FD+CG+<L 0.0 2.8 -0.0 2.8 - - - 3 D+FD+CG+W1> 0.0 2.8 -0.0 2.8 - - - 4 D+FD+CG+<W1 0.0 2.8 -0.0 2.8 - - - 5 D+FD+CG+W2> 0.0 2.8 -0.0 2.8 - - - 6 D+FD+CG+<W2 0.0 2.8 -0.0 2.8 - - - 7 D+FD+CU+W1> 0.0 1.7 -0.0 1.7 - - - 8 D+FD+CU+<WI 0.0 1.7 -0.0 1.7 - - - 9 D+FD+CU+W2> 0.0 1.7 -0.0 1.7 - - - 10 D+FD+CU+<W2 0.0 1.7 -0.0 1.7 - - - 11 D+FD+CG+FL 0.3 7.8 -0.3 7.8 - - - 12 D+FD+CG 0.0 2.8 -0.0 2.8 - - - 13 D+FD+CG+L+Wl> 0.0 2.8 -0.0 2.8 - - - 14 D + FD + CG + L + <WI . 0.0 2.8 -0.0 2.8 - - - 15 D+FD+CG+L+W2> 0.0 2.8 -0.0 2.8 - - - 16 D+FD+CG+L+<W2 0.0 2.8 -0.0 2.8 - - - 17 D + FD + CG + L> + FL 0.2 6.5 -0.2 6.5 - - - 18 D+FD+CG+<L+FL 0.2 . 6.5 -0.2 6.5 - - - 19 D+FD+CG+L+WI>+FL 0.2 6.5 -0.2 6.5 - - - 20 D+FD+CG+L+<W1+FL 0.2 6.5 -0.2 6.5 - - - 21 D+FD+CG+L+W2>-fFL 0.2 6.5 -0.2 6.5 - - - 22 D+FD+CG-fL+<W2+FL 0.2 6.5 -0.2 6.5 - - - 23 D + FD + CG + FL 0.2 6.5 -0.2 6.5 - - - 24 D + FD + CG + E> + EG+ -0.1 2.5 -0.2 3.3 - - - 25 D + FD + CG + <E + EG+ 0.2 3.3 0.1 2.5 - 26 D+FD+CU+E+EG- -0.1 1.2 -0.2 1.9 - - - 27 D + FD + CU + <E + EG- 0.2 1.9 0.1 1.2 - - - 36 D+FD+CG+WPAI -0.2 1.7 -0.3 3.8 - - - 37 . D+FD+CU+WPA1 -0.2 0.6 -0.3 2.7 - - - 38 D+FD+CG+L+WPAI -0.1 2.0 -0.2 3.6 - - - 39 D+FD+CG-4-L+WPAI+FL 0.1 5.7 -0.4 7.3 - - - 40 D+FD+CG+WPDI 0.2 3.5 0.1 2.1 - - - 41 D+FD+CU+WPDI 0.2 2.4 0.1 1.0 - - - 42 D+FD+CG+L+WPDI 0.2 3.3 0.1 2.3 - - - 43 D+FD+CG+L+WPDI+FL 0.3 7.1 -0.1 6.0 - - - 44 D+FD+CG+WPA2 -0.0 2.4 -0.1 3.1 - - - 45 D+FD+CU+WPA2 -0.1 1.3 -0.1 2.0 - - - 46 D+FD+CG+L+WPA2 -0.0 2.5 -0.1 3.0 - - - 47 D+FD+CG+L+WPA2+FL 0.2 6.3 -0.3 6.8 - - - 48 D + FD + CG + WPD2 0.4 4.2 0.3 1.4 - - - 49 . D+FD+CU+WPD2 0.3 3.0 0.3 0.3 - - - 50 D+FD+CG+L+WPD2 0.3 3.8 0.2 1.8 - - - 51 D+FD-f-CG+L+WPD2+FL 0.5 7.6 0.0 5.5 - - - 52 D+FD+CG+WPBI -0.2 1.8 -0.3 3.8 - 53 D+FD+CU+WPB1 -0.2 0.7 -0.3 2.7 - - - 54 D+FD+CG+L+WPBI -0.1 2.0 -0.2 3.5 - - - 55 D-i-FD-fCG+L+WPBI+FL 0.1 5.8 -0.4 7.3 - - - 56 D+FD+CG+WPC1 0.2 3.3 0.1 2.3 - - - 57 D+FD+CU+WPCI 0.1 2.2 0.1 1.2 - - - 58 D+FD+CG+L+WPCI 0.1 3.1 0.0 2.4 - - - 59 D+FD+CG+L+WPCI+FL 0.3 6.9 -0.2 6.2 - - 60 D+FD+CG+WPB2 -0.0 2.5 -0.1 3.1 - - - 61 D+FD+CU+WPB2 -0.0 1.4 -0.1 2.0 - - - 62 D+FD+CG+L+WPB2 -0.0 2.6 -0.1 3.0 - - - 63 D-fFD+CG-i-L+WPB2+FL 0.2 6.3 -0.3 6.8 - - - 64 D+FD+CG+WPC2 0.3 3.9 0.2 1.6 - - - 65 D+FD+CU+WPC2 0.3 2.8 0.2 0.5 - - - 66 D+FD+CG+L+WPC2 0.2 3.7 0.2 1.9 - - - 67 D+FD+CG-fL+WPC2+FL 0.4 7.4 -0.0 5.7 - - - 68 D+FD+CG+E'+EG++EB> -8.6 -25.8 -8.9 31.6 - - - 69 D+FD+CG-i-E+EG++EB> -2.7 -6.0 -2.9 11.8 - - - File: 45 10-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 28 of 148 70 D+FD+CG+<E+EG-1-j-EB> -8.5 -25.6 -8.8 31.4 -. - - 71 D+FD+CG+<E+EG++EB> -2.4 -5.3 -2.5 11.1 - - - 72 D+FD+CU-l-E'-i-EG-+EB> -8.7 -27.1 -8.9 30.2 73 D+FD+CU+E>+EG-+EB> -2.7 -7.4 -2.8 10.5 - - 74 D+FD+CU+<E+EG-+EB> -8.6 -26.9 -8.8 30.0 - - - 75 D+FD+CU+<E+EG-+EB> -2.4 -6.7 -2.5 9.8 -. - - 80 D+FD+CG+E>+EG-'-+<EB 10.0 36.8 9.8 -31.0 - - - - 81 D+FD+CG-l-E>+EG-H-<EB 2.9 12.7 2.8 -6.9 - - -. 82 D-FFD+CG+<E+EG-I-+<EB 10.1 37.0 9.9 -31.2 - - - 83 D+FD+CG±<E+EG-4-+<EB 3.2 13.5 3.1 7•7 - - - 84 D+FD+CU+E>+EG-+<EB 10.0 35.5 9.9 -32.3 - - - 85 D+FD+CU+E>+EG-+<EB 2.9 11.4 2.8 -8.3 - - - 86 D+FD+CU+<E+EG-+<EB 10.1 35.7 10.0 -32.6 - - - 87 D+FD+CU+<E+EG-+<EB 3.2 12.1 3.1 -9.0 - - - Maximum Combined Reactions Summary with Factored Loads- Framing Note: All reactions based on 2nd order structural analysis usina the Direct Analysis Method X-Loc Grid Hrz left Load Ha Right Load Ha In Load Hex Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-lix) Case (Fix) Case (-Hz) Case (Hz) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k)(k) (k) (in-k) (in-k) 0/0/0 J-9 8.7 72 10.1 82 ---27.1 HCase(-Vy) 72 37.0 J-10 8.9 68 10.0 86 82 15/6/0 ---32.6 86 31.6 68 - - - - File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009. 09-1654 Calculations Package Time: 7:57:30 AM Page: 29 of 148 Wall: 12 Frame ID:Portal Frame Frame Type:Portal Frame Values shown are resisting forces of the foundation. O..ortinnc - TTnf.rtnrd t.nid Tvnn at lizramp r-ce Si.etinn, .1 Type X-Loc Grid! - Grid2 Base Plate WxL(in) Base Plate Thickness (in) Anchor Rod Qty/Diam (in.) Column Base Elev. Exterior Column 0/0/0 J-3 11x29 0625 4 -1.506. 100-0" Exterior Column 25/0/0 .... J.74 I1x29 0 625 4-1.500 100-0" Load Type Desc. Hx Vy Hx Vy Frm 0.0 2.1 -0.0 2.1 - - - FD Frm -2.0 -2.4 -2.0 2.4 - - - CG Frm - - - - - - L> Frm - Frm WI> Frm <Wi Frm - - - - - - - W2> Frm - - - - - - - <W2 Frm -, - - - - - - CU, Frm - - - - - - - FL Frm -8.0 -9.7 -8.0 9.7 - - - L Frm - -, - - - - - Frm -0.4 -0.4 -0.4 0.4 - - - EG+ Frm 0.3 0.4 0.3 -0.4 <E Frm 0.4 0.4 0.4 -0.4 - - - EG- Frm -0.3 -0.4 -0.3 0.4 WPA1 Brc -0.3 -0.6 -0.3 0.6 WPDI Brc 0.1 0.1 0.1 -0.1 - - - WPA2 Brc -0.1 mO.2 -0.1 0.2 - - - WPD2 Brc 0.1 0.3 0.1 -0.3 WPBI Brc -0.2 -0.6 -0.2 0.6 WPCI Brc 0.0 0.1 - 0.0 -0.1 - - - WPB2 Brc -0.1 -0.2 -0.1 0.2 WPC2 Brc 0.1 0.2 0.1 -0.2 - - - EB> Brc -10.7 -19.0 -10.8 19.0 <EB Brc 9.5 15.7 9.3 -15.7 - - - File: 4510-09-Magellan.FBO . . . Version: 7.1f %/;r7. Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 30 of 148 Frame Reactions - Factored Load Cases at Frame Cross Section: J Note: All reactions based on 2nd order structural analysis usina the Direct Analysis Method X-Loc 0/0/0 25/0/0 - Grid I - Grid2 J-3 J..4 Ld Description Hx Vy lix Vy Cs (application factor not shown) (k) (k) (k) (k) D+FD+CG+L> -2.0 -0.3 -2.0 4.6 - - - 2 D+FD+CG+<L -2.0 -0.3 -2.0 4.6 - - - 3 D+FD+CG+WI> -2.0 -0.3 -2.0 4.6 - - - 4 D+FD+CG+<Wl -2.0 -0.3 -2.0 4.6 - - - 5 D + FD + CG + W2> -2.0 -0.3 -2.0 4.6 - - - 6 D+FD+CG+<W2 -2.0 -0.3 -2.0 4.6 - - - 7 D+FD+CU+Wl> -1.2 -0.2 -1.2 2.7 - - - 8 D+FD+CU+<WI -1.2 -0.2 -1.2 2.7 - - - 9 D+FD+CU+W2> -1.2 -0.2 -1.2 2.7 - - - 10 D+FD+CU+<W2 -1.2 -0.2 -1.2 2.7 - - 11 D+FD+CG+FL -10.0 -10.1 -10.0 14.3 - - - 12 D+FD+CG -2.0 -0.3 -2.0 4.6 - - - 13 D+FD+CG+L+Wl> -2.0 -0.3 -2.0 4.6 - - - 14 D+FD+CG+L+<WI -2.0 -0.3 -2.0 4.6 - - - 15 D + FD + CG + L + W2> -2.0 -0.3 -2.0 4.6 - - - 16 D+FD+CG+L+<W2 -2.0 -0.3 -2.0 4.6 - - - 17 D+FD+CG+L>+FL -8.0 -7.6 -8.0 11.9 - - - 18 D + FD + CO + <L + FL -8.0 -7.6 -8.0 11.9 - - - 19 D+FD+CG-FL+WI>-FFL -8.0 -7.6 -8.0 11.9 - - - 20 D+FD+CG+L+<WI+FL -8.0 -7.6 -8.0 11.9 - - - 21 D+FD+CG+L+W2>+FL -8.0 -7.6 -8.0 11.9 - - - 22 D+FD+CG-i-L+<W2+FL -8.0 -7.6 -8.0 11.9 - - - 23 D + FD + CO + FL -8.0 -7.6 -8.0 11.9 - - - 24 D+FD+CG+E>+EG-4- -2.1 -0.4 -2.1 4.7 - - - 25 D+FD+CG+<E+EG+ -1.4 0.4 -1.5 3.9 - - - 26 D+FD+CU+E>+EG- -1.7 -0.9 -1.8 3.4 - - - 27 D+FD+CU+<E+EG- -1.1 -0.1 -1.1 2.6 - - - 36 D+FD+CG+WPAI -2.2 -0.9 -2.3 5.2 - - - 37 D+FD+CU+WPAI -1.4 -0.8 -1.5 3.4 - - - 38 D+FD+CG+L+WPA1 -2.1 -0.8 -2.2 5.0 - - - 39 D+FD+CG+L+WPAI+FL -8.1 -8.1 -8.2 12.3 - - - 40 D+FD+CG+WPDI -1.9 -0.2 -2.0 4.4 - - - 41 D+FD+CU+WPD1 -1.1 -0.0 -1.2 2.6 - - - 42 D+FD+CG+L+WPDI -1.9 -0.2 -2.0 4.5 - - - 43 D+FD+CG+L+WPDI+FL -7.9 -7.5 -8.0 11.8 -' - - 44 D+FD+CG+WPA2 -2.0 -0.5 -2.1 4.8 - - 45 D+FD+CU+WPA2 . -1.3 -0.4 -1.3 2.9 - - - 46 D+FD+CG+L+WPA2 -2.0 -0.5 -2.1 4.7 - - - 47 D+FD+CG-fL+WPA2+FL -8.0 -7.8 -8.1 12.0 - - - 48 D + FD + CO + WPD2 -1.8 -0.0 -1.9 4.3 - - - 49. D+FD+CU+WPD2 -1.1 0.1 -1.1 2.5 - - - 50 D+FD+CO+L+WPD2 -1.9 -0.1 -2.0 4.4 - - - 51 D+FD+CG+L+WPD2+FL -7.9 -7.4 -8.0 11.7 - - - 52 D + FD + CO + WPBI -2.2 -0.9 -2.3 5.2 - - - 53 D+FD+CU+WPBI -1.4 -0.8 -1.5 3.3 - - - 54 D+FD+CO+L+WPBI -2.1 -0.8 -2.2 5.0 - - - 55 D+FD+CG-1-L+WPBI+FL -8.1 -8.1 -8.2 12.3 - - - 56 D+FD+CO+WPC1 -1.9 -0.2 -2.0 4.5 - - - 57 D+FD+CU+WPC1 -1.1 -0.1 -1.2 2.6 - - - 58 D+FD+CG+L+WPCI -1.9 -0.2 -2.0 4.5 - - - 59 D+FD+CG-4-L+WPC1+FL -7.9 -7.6 -8.0 11.8 - - - 60 D+FD+CG+WPB2 -2.0 -0.5 -2.1 4.8 - - 61 D+FD+CU+WPB2 -1.2 -0.4 -1.3 2.9 - - - 62 D + FD + CG + L + WPB2 -2.0 -0.4 -2.1 4.7 - - - 63 D+FD+CG-fL+WPB2+FL -8.0 -7.8 -8.1 12.0 - - - 64 D+FD+CO+WPC2 -1.9 -0.1 -2.0 4.3 -. - - 65 D+FD+CU+WPC2 -1.1 0.0 -1.1 2.5 - - - 66 D + FD + CO + L + WPC2 -1.9 -0.1 -2.0 4.4 - - - 67 D+FD+CG-FL+WPC2+FL -7.9 -7.5 -8.0 11.7 - - - File: 4510-09-Magellan.FBO Version: 7. If Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 31 of 148 68 D+FD+CG-l-E>+EG++EB> -11.6 -17.5 -11.8 21.7 - - - 69 D+FD+CG+E>+EG-H-EB> -5.0 -5.6 -5.1 9.9 - - - 70 D+FD+CG-4-<E+EG-H-EB> -11.4 -17.3 -11.6 21.5 - - - 71 D+FD+CG±<E+EG-l-+EB> -4.3 -4.8 -4.4 9.1 - - - 72 D+FD+CU+E-FEG-+EB> -11.2 -17.9 -11.4 20.5 - - - 73 D+FD+CU+E>-4-EG-+EB> -4.6 -6.1 -4.7 8.6 - - - - 74 D+FD+CU-'-<E+EG-+EB> -11.0 -17.7 -11.2 20.2 - - - 75 D+FD+CU+<E+EG-+EB> -4.0 -5.3 -4.1 7.8 80 D+FD+CG+E>+EG-H-<ES 6.8 14.1 6.6 -9.9 - - - 81 D+FD+CG-fE-l-EG-H-<EB 0.5 3.9 0.4 0.4 - - - 82 D+FD+CG+<E+EG-f+<EB 7.0 14.4 6.8 -10.1 - - 83 D+FD+CG±<E+EG++<EB 1.2 4.6 1.0 -0.4 - - - 84 D+FD+CU+E>+EG-+<EB 7.1 13.7 6.9 -11.1 - - - 85 D+FD+CU-l-E'±EG-+<EB 0.9 3.4 0.8 -0.9 - - - 86 D+FD+CU+<E+EG-+<EB 7.3 13.9 7.1 -11.4 - - - 87 D+FD±CU+<E+EG-+<EB 1.5 4.2 1.4 -1.7 - - - Maximum Combined Reactions Summary with Factored Loads - Framing Nrt All rtnr nn m-1 nr1'r ch-iwliiril annivqiq ,vino the. Direct Anlvsic Mp.thnd X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Fix) Case (Fix) Case (-Hz) Case . (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 J-3 11.6 68 7.3 86 - - -. - 17.9 72 14.4 1 82 - - - - 25/0/0 J-4 11.8 68 7.1 86 - - - - 11.4 86 21.7 68 - - _- - File: 4510-09-Magellan.FBO . Version: 7.1f Date: 6/19/2009 09-1654 Calculations Packag Page: 32 of 148 e Time: 7:57:30 AM a &- Wall: 8, Frame at: 1/0/0 1 System 1.000 1.0D+I.0FD+1.0CG+I.0L> D+FD+CG+L> 2 System 1.000 1.0D+1.0FD+I.0CG+1.0<L +FD+CG+<L 3 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0ASL" D +FD+CO+ASLA 4 System 1.000 1.0 D+ 1.0FD+ 1.0 CG+ 1.0'ASL D +FD+ CG+'ASL 8 System 1.000 1.0D+I.0FD+1.0CG+1.0WI> +FD+CG+W1> 9 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <WI + FD + CG + <WI 10 System 1.000 1.0 D + 1.0 FD+ 1.0 CG + 1.0W2> D + FD+ CO + W2> 11 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 <W2 + FD + CO + <W2 12 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 W1> +FD+CU+W1> 13 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 <W1 +FD+CU+<WI 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 W2> +FD+CU+W2> 15 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 <W2 + FD + CU + <W2 16 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 FL + FD + CG + FL 17 System 1.000 I.0D+1.0FD+I.0CG +FD+CG 18 System 1.000 1.0D+ l.OFD+ 1.0 CG + 0.750 L + 0.750 W1> +FD+CG+L+WI> 19 System 1.000 1.0D+1.0FD+I.000+0.750L+0.750<WI +FD+CG+L+<W1 20 System 1.000 1.0D+I.0FD+1.0CG+0.750L+0.750W2> +FD+CG+L+W2> 21 System 1.000 I.OD+ I.OFD+ 1.000+0.750L+0.750<W2 +FD+CG+L+<W2 22 System 1.000 1.OD+1.OFD+I.00G+0.750L>+0.750FL D+FD+CG+L>+FL 23 System 1.000 I.OD+ I.OFD+ 1.0CG+0.750<L+0.750FL +FD+CG+<L+FL 24 System 1.000 l.OD+ 1.0FD+ I.0CG+0.750ASL"+0.750 FL D + FD+CG+ASL"+FL 25 System 1.000 1.0D+ 1.0 FD+ 1.0CG+0.750"ASL+0.750FL +FD+CG+"ASL+FL 26 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WI> + 0.750 FL FD+CG+L+W1>-fFL 27 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <WI + 0.750 FL FD+CO+L+<WI+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL FD+CG-I-L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 + 0.750 FL FD+CG+L+<W2+FL 30 System 1.000 1.0D+ l.OFD+ 1.000+0.750FL D +FD+CG+FL 31 System 1.000 I.0D+1.0FD+ 1.000+0.9I0E+0.700EG+ +FD+CO+E+EG+ 32 System 1.000 1.0D+ 1.0 FD+ 1.000+0.910 <E+0.700EG-f- D +FD+CO+<E+EG+ 33 System 1.000 0.600 D + 0.600 FD+ 0.600 CU+ 0.910 E>+ 0.700 EG- D +FD+ CU+E+EO- 34 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- + FD + CU + <E + EG- 43 System Derived 1.000 1.0D+ l.OFD+ I.00G+ 1.0WPAI +FD+CO+WPAI 44 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI D + FD + CU + WPAI 45 System Derived 1.000 1.0 D+ 1.0 FD+ 1.0 CO+0.750 L+ 0.750 WPAI + FD+ CO+ L+WPA1 46 System Derived 1.000 1.0D+ 1.0FD+ 1.000+0.750 L+0.750 WPAI +0.750FL , D+FD+CG+L+WPA1+FL 47 System Derived 1.000 I.OD + 1.0 FD + 1.0 CG+ 1.0 WPDI + FD + CG+WPDI 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI + FD + CU + WPD1 49 System Derived 1.000 I.OD+ I.OFD+ 1.0 CO+0.750 L+0.75OWPDI D+FD+CG+L+WPD1 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD1 + 0.750 FL FD+CG-I-L+WPDI+FL 51 System Derived 1.000 I.0D+1.0FD+1.000+1.0WPA2 +FD+CO+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD+0.600 CU + 1.0WPA2 + FD+CU +WPA2 53 System Derived 1.000 I.OD+LOFD+ 1.000+0.750L+0.750WPA2 D+FD+CO+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL FD+CG+L+WPA2+FL 55 System Derived 1.000 I.OD+ I.OFD+ 1.0 CG+ 1.0 WPD2 +FD+CO+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 + FD + CU + WPD2 57 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + FD + CG + L + WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL FD+CO+L+WPD2+FL 59 System Derived 1.000 1.0 D+ 1.0 FD + 1.0 CO+ 1.0 WPB +FD+ CO+ WPBI 60 System Derived 1.000 0.600 D+ 0.600 FD+ 0.600 CU + 1.0 WPB + FD+ CU +WPBI 61 System Derived 1.000 1.0 D+ 1.0FD+ I.00G+0.750L+0.7SO WPB I +FD+CG+L+WPBI 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB I + 0.750 FL FD-i-CG-i-L+WPB I+FL 63 System Derived 1.000 1.0 D+ 1.0FD+ I.00O+ 1.0WPCI +FD+CO+WPCI 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC1 + FD + CU + WPC1 65 System Derived 1.000 I.OD+ l.OFD+ 1.0 CO+0.750 L+0.750 WPC 1 D+FD+CO+L+WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPCI + 0.750 FL FD+CO-1-L+WPCI+FL 67 System Derived 1.000 I.OD+ l.OFD+ 1.0 CO+ 1.0 WPB2 +FD+ CO+WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 + FD + CU + WPB2 69 System Derived 1.000 1.0 D+ 1.0 FD + 1.0 CO + 0.750 L+ 0.750 WPB2 + FD + CG+ L+WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 + 0.750 FL FD+CG+L+WPB2+FL 71 System Derived 1.000 1.OD+I.OFD+1.00O+I.OWPC2 +FD+CO+WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 + FD + CU + WPC2 73 System Derived 1.000 1.0 D+ 1.0FD+ 1.0 CO+0.750L+ 0.750 WPC2 +FD+CO+L+WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL FD+CO+L+WPC2+FL File: 4510-09-Magellan.FBO Version: 7. If Date: 6/19/2009 • 09-1654 Calculations Package Time: 7:57:30 AM .1 Page: 33 of 148 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E + 0.700 EG+ + 0.910 EB> D+FD+CG+E>+EG-H-EB> 76 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.9 10 E> + 0.700 EG+ + 0.273 EB> D+FD+CG+E+EG++EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG-f + 0.910 EB> D+FD+CG-4-<E+EG-H-EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D+FD+CG+<E+EG-l-+EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D+FD4-CU+E>-4-EG-+EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> )+FD+CU+E>-I-EG-+EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> D+FD+CU+<E+EG-+EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D+FD+CU-I-(E+EG-+EB> 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG-1- + 0,910 <EB )+FD+CG+E'-+EG++<EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB )+FD+CG+E>+EG++<EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG-1- + 0.910 <EB D+FD+CG±<E+EG++<EB 90 System Derived 1.000 11.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG-'- + 0.273 <EB )+FD+CG-4-<E+EG++<EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB )+FD+CU+E>+EG-+<EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D+FD+CU+B>+EG+<EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D+FD+CU+<E+EG-+<EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- +0.273 <EB D+FD+CU+<E+EG-+<EB File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 34 of 148 Wall: 8, Frame at: 1/0/0 Frame ID:Soldier OS Frame Type: Soldier Column Values shown are resisting forces of the foundation. Re,ttinns - !Jnfnetnred I.nsd Tvne sit Frame Crass Setinn g Type X-Loc Grid! - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base El v. Exterior Column 0/0/0 84 9x13 0.375 4 -1.000 100-0' Load Type Desc. Hx Vy D Frm - 0.4 - - - - FD Frm - 2.4 CG Frm -0.0 0.1 - - - - Frm -0.0 0.4 - - - Frm -0.0 0.4 - - - - ASLA Frm - - - - - - "ASL Frm -0.0 0.4 - - - - WI> Frm 2.2 -0.1 - - - - <Wi Frm -2.1 -0.6 - -. - - W2> Frm -1.9 -0.2 <W2 Frm 2.0 -0.6 - - - -. CU Frm - - - - - - FL Frm - 6.9 - - - - L Frm -0.0 0.4 - - - - Frm -0.8 -0.0 - - - - EG+ Frm - 0.2 - - - - <E Frm 0.8 0.0 - - - - EG- Frm - -0.2 - - - - WPA1 Brc 1.5 -0.1 - - - - WPDI . Brc 1.5 -0.3 - .- - - WPA2 Brc 0.6 -0.2 - - - - WPD2 Brc 0.7 -0.3 - - - - WPBI Brc 1.5 -0.1 - - - - WPC1 Brc 1.5 -0.3 - - - - WPB2 Brc 0.6 -0.2 WPC2 Brc 0.7 -0.3 - - - - EB> Brc - - <EB Brc -I - - - - - File: 4510-09-Magellan.FBO Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2009 e Time: 7:57:30 AM Page: 35 of 148 Frame Reactions - Factored Load Cases at Frame Cross Section: 8 Note: All reactions based on 2nd order structural analysis usina the Direct Analysis Method X-Loc 0/0/0 Gridi - Grid2 - 8-i Ld Description Vy Cs (application factor not shown) (k) D+FD+CG+L> rHx 3.3 2 D+FD+CG+<L 3.3 3 D + FD + CG + ASL 2.9 4 D + FD + CG + AASL . 33 - - - - 8 D+FD+CG+Wl> 2.2 2.8 - - - - 9 D+FD+CG+<W1 -2.1 2.3 - - - - 10 D+FD+CG+W2> -1.9 2.7 - - - - 11 D + FD + CG + <W2 2.0 2.4 - - - - 12 D+FD+CU+Wl> 2.2 1.6 - - - - 13 D+FD+CU+<W1 -2.1 1.0 - - - - 14 D+FD+C!J+W2> -1.9 1 1.5 - - - - - 15 D+FD+CU+<W2 2.0 1.1 - - - - 16 D+FD+CG+Fl, -0.0 9.8 - - - 17 D+FD+CG -0.0 2.9 - - - - 18 D+FD+CG+L+W1> 1.6 3.1 - - - - 19 D+FD+CG+L+<WI -1.6 2.7 - - - - 20 D+FD+CG+L+W2> -1.5 3.0 21 D+FD+CG+L+<W2 1.4 2.8 - - - - 22 D+FD+CG+L>+Fl, . -0.0 8.3 23 D+FD+CG+<L+FL -0.0 8.3 - - - - 24 D + FD + CG + ASh' + FL -0.0 8.0 - - - - 25 D+FD+CG+"ASL+FL -0.0 8.3 - - - - 26 D+FD-i-CG+L+WI>+FL 1.6 8.2 - - - 27 D+FD+CG-fL+<W1+FL -1.6 7.8 - - - - 28 D+FD+CG-1-L+W2>-4-FL -1.5 8.2 - - - - 29 D+FD+CG+L+<W2+FL 1.4 7.9 - 30 D+FD+CG+FL -0.0 8.0 - - - - 31 D+FD+CG+E>+EG-F -0.7 3.0 - - - - - 32 D+FD+CG+<E+EG+ 0.7 3.1 - - - - 33 D+FD+CU+E'-+EG- -0.7 1.5 - 34 D+FD+CU+<E+EG- 0.7 1.5 - - - - 43 D+FD+CG+WPAI 1.4 2.8 - - - - 44 D+FD+CU+WPAI 15 1.5 - - - - 45 D+FD+CG+L+WPAI 1.0 3.1 - - - - 46 D+FD+CG+L+WPAI+FL 1.0 8.2 - - - - 47 D+FD+CG+WPDI 1.5 2.6 - - - - 48 D+FD+CU+WPD1 1.5 1.4 - - - - 49 D+FD+CG+L+WPDI 1.1 3.0 - - - - 50 D+FD+CG+L+WPDI+FL 1.1 8.1 - - - - 51 D+FD+CG+WPA2 0.6 2.7 - - - - 52 D+FD+CU+WPA2 0.6 1.5 - - - - 53 D+FD+CG+L+WPA2 0.4 3.1 - - - 54 D+FD+CG+L+WPA2+FL 0.4 8.2 - - - - 55 D+FD+CG+WPD2 0.6, 2.6 - - - - 56 D+FD+CU+WPD2 0.7 1.4 - 57 D + FD + CG + L + WPD2 0.4 2.9 - - - - 58 D+FD+CG-+L+WPD2+FL 0.4 8.1 - - - - 59 D+FD+CG+WPB1 1.4 2.8 - - - - 60 D+FD+CU+WPBI 1.5 1.5 - - - - 61 D+FD+CG+L+WPBI 1.0 3.1 - - - - 62 D+FD+CG+L+WPB1+FL 1.0 8.2 - - - - 63 D+FD+CG+WPCI 1.5 2.6 - - - - 64 D+FD+CU+WPCI 1.5 1.4 - - - - 65 D+FD+CG+L+WPCI 1.1 3.0 - - - - 66 D+FD+CG-1-L+WPC1+FL 1.1 . 8.1 - - - - 67 D + FD + CG + WPB2 0.6 2.7 - - - - 68 D+FD+CU+WPB2 0.6 1.5 - - - - 69 D+FD+CG+L+WPB2 0.4 3.1 - - - - 70 D+FD-1-CG+L+WPB2+FL 0.4 8.2 - 71 D + FD + CG + WPC2 . 0.6 2.6 - - - - 72 D+FD+CU+WPC2 0.7 1.4 - - - - File: 45 10-09-Magellan.FBO Version: 7. if Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30AM Page: 36 of 148 73 D+FD+CG+L+WPC2 0.4 2.9 - - - - 74 D+FD+CG+L+WPC2+FL 0.4 8.1 - - - - 75 D+FD+CG+E+EG++EB> -0.2 3.1 76 D+FD+CG+E>+EG++EB> -0.7 3.0 - - - - 77 D+FD+CG-1-<E+EG-H-EB> 0.2 3.1 - - - - 78 D+FD+CG±<E+EG++EB> 0.7 3.1 - - - - 79 D+FD+CU+E>-l-EG-+EB> -0.2 1.5 - - - - 80 D+FD+CU+E>-I-EG-+EB> -0.7 1.5 - - - - 81 D+FD+CU+<E+EG-+EB> 0.2 1.5 - - - - 82 D+FD+CU+<E+EG-+EB> 0.7 1.5 87 D+FD+CG+E+EG-1-4-<EB -0.2 3.1 - - - 88 D+FD+CG+E+EG-4-1-<EB -0.7 3.0 89 D+FD+CG+<E+EG-H-<EB 0.2 3.1 90 D+FD+CG+<E+EG-H-<EB 0.7 3.1 - - - - 91 D+FD+CU+E>+EG-+<EB -0.2 1.5 - - 92 D+FD+CU+E>-i-EG-+<EB -0.7 1.5 - - - - 93 D+FD+CU+<E+EG-+<EB 0.2 1.5 - - - -, 94 D+FD+CU+<E+EG-+<EB 0.7 1.5 - - - - Maximum Combined Reactions Summary with Factored Loads - Framing All ',l ,*..,l**. tK Ath,s,l - X-Loc Grid - Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-lix) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) - (k) (k) (in-k) (in-k) 0/0/0 84 2.1 9 1 2.2 12 - - - - - - 9.8 1 16 - - - - File: 4510-09-Magellan.FBO . Version: 7.1f , Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 37of148 Wall: 8, Frame at: 11/6/0 Frame lD:RigidFrame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. - T T.,. ,t ('..,,, S IZ Type X-Loc Grid! - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam (in.) Column Base Elev. Exterior Column 0/0/0 8.5 -J 9x29 0.375 4-1.000 100-0 Exterior Column 52/10/0 8.5 -A 21x29 0.625 8 L$0.0. 100-0 Load Type Desc. Hx Vy Hx Hz j D . Frm 0.8 4.0 -0.8 - 3.8 - - - FD Frm - 2.8 - - 5.7 - CG Frm 1.1 3.4 -1.1 - 4.7' - - - L> Frm 2.1 7.9 -2.1 - 6.7 - - - <L Frm 2.1 7.9 -2.1 - 6.7 - ASLP Frm 2.2 6.9 -2.2 - 6.7 - - "ASL Frm -0.1 1.0 0.1 - -0.1 - WI> Frm -5.4 -9.1 4.1 - -1.9 - - - <WI Frm . 2.3 -7.8 8.8 - -11.1 - -' - - W2> Frm -6.5 -6.8 -6.1 - 2.2 - - - <W2 Frm 1.2 -5.4 6.7 - -6.9 - - - CU Frm - - - - - - - - FL Frm - 9.9 - - 18.5 - - - L Frm 2.1 7.9 -2.1 - 6.7 Frm -6.6 -5.1 -6.7 - 5.2 - - - EG+ Frm 0.5 1.8 -0.5 - 1.9 - - - Frm 6.6 5.1 6.7 - -5.2 - - - - EG- Frm -0.5 -1.8 0.5 - -1.9 - - - WPA1 Brc -0.2 -7.2 -0.2 - -6.5 - - - WPDI Brc 3.7 '-3.9 7.8 0.2 -8.5 - - - WPA2 Brc -1.3 4.6 -2.2 - -3.1 WPD2 Brc 2.5 -1.3 5.8 0.4 4.6 - - - WPB! Brc -0.4 -7.7 0.0 . - -8.2 WPC1 Brc 3.6 4.2 7.9 0.1 -9.2 - - - WPB2 Brc -1.5 -5.1 -2.1 - 4.7 WPC2 Brc 2.4 -1.5 5.8 0.4 -5.3 EB>. Brc -0.8 -0.9 0.8. -0.1 39.9 - - - <EB Brc 0.9 0.8 -09 416 -39.5 - - - File: 4510-09-Magellan.FBO . . Version: 7.1f 09-1654 Calculations Pack Date: 6/19/2009 age Time: 7:57:3OAM h)&- Page: 38 of 148 Frame Reactions - Factored Load Cases at Frame Cross Section: 8.5 Note: All reactions based on 2nd order structural analysis usine the Direct Analysis Method X-Loc 0/0/0 52/10/0 Gridl-Grid2 85-J 8.5-A Description Hx Vy Hx Hz j (application factor not shown) (k) (k) JL J!L Q D+FD+CG+L> 4.0 18.0 -4.0 - r D+FD+CG+<L 20.9 4.0 18.0 -4.0 - 20.9 D+FD+CG+ASL' 4.0 17.0 -4.0 --- - 21.0 D+FD+CG+AASL 1.8 11.1 -1.8 --- - 14.2 - - - 8 D+FD+CG+WI> -3.5 1.0 -5.9 - 12.3 - - - 9 D+FD+CG+<WI 4.2 2.3 6.9 - 3.2 - - - 10 D+FD+CG+W2> -4.6 3.3 -8.0 - 16.5 - - - 11 D+FD+CG+<W2 3.0 4.7 4.8 - 7.3 - - - 12 D+FD+CU+WI> 4.9 -5.1 4.5 - 3.8 - - - 13 D+FD+CU+<WI 2.8 -3.7 8.3 - -5.4 - - - 14 D+FD+CU+W2> -6.0 -2.7 -6.6 - 7.9 - - - 15 D+FD+CU+<W2 1.7 -1.4 6.2 - -1.2 - - - 16 D+FD+CG+FL 1.8 20.0 -1.8 - 32.8 - - - 17 D+FD+CG 1.8 10.1 -1.8 - 14.3 - - - 18 D+FD+CG+L+WI> -0.6 9.2 -6.5 - 17.8 - - - 19 D+FD+CG+L+<W1 5.2 10.2 3.1 - 10.9 - - - 20 D+FD+CG+L+W2> -1.4 10.9 -8.0 - 20.9 - - - 21 D+FD+CG+L+<W2 4.3 12.0 1.6 - 14.1 - - - 22 D+FD+CG+L>+FL 3.4 23.4 -3.4 - 33.2 - - - 23 D+FD+CG+<L+FL 3.4 23.4 -3.4 - 33.2 - - - 24 D+FD+CG+ASLA+FL 3.5 22.7 -3.5 - 33.2 - - 25 D+FD+CG+"ASL+FL 1.8 18.3 -1.8 - 28.1 - - - 26 D+FD+CG+L+WI>-1-FL -0.6 16.6 -6.5 - 31.7 - - - 27 D+FD+CG-l-L+<WI+FL 5.2 17.6 3.1 - 24.8 - - - 28 D+FD-i-CG+L+W2>+FL -1.4 18.4 -8.0 - 34.8 - - - 29 D+FD-i-CG+L+<W2+FL 4.3 19.4 1.6 - 28.0 - - - 30 D+FD+CG+FL 1.8 17.5 -1.8 - 28.2 - - - 31 D+FD+CG+E+EG+ -3.8 6.7 -8.3 - 20.3 - - - 32 D+FD+CG+<E+EG-4- 8.2 16.0 3.9 - 10.9 - - - 33 D+FD+CU+E+EG- -5.9 -1.9 -6.2 - 9.0 - - - 34 D + FD + CU + <E + EG- 6.1 7.4 6.0 - -0.3 - - - 43 D+FD+CG+WPAI 1.7 2.9 -2.0 - 7.7 - - 44 D+FD+CU+WPA1 0.3 -3.2 -0.6 - -0.8 - - - 45 D+FD+CG+L+WPA1 3.3 10.6 -3.6 - 14.3 - - - 46 D+FD+CG+L+WPA1+FL 3.3 18.0 -3.6 - 28.2 - - - 47 D+FD+CG+WPD1 5.5 6.1 6.0 0.2 5.7 - - - 48 D+FD+CU+WPD1 4.1 0.1 7.4 0.2 -2.8 - - - 49 D+FD+CG+L+WPDI 6.2 13.1 2.4 0.2 12.9 - - - 50 D+FD+CG-i-L+WPDI+FL 6.2 20.5 2.4 0.2 26.8 - 51 D+FD+CG+WPA2 0.5 5.5 4.1 - 11.2 - - - 52 D+FD+CU+WPA2 -0.8 -0.6 -2.7 - 2.6 - - - 53 D+FD+CG+L+WPA2 2.5 12.6 -5.1 - 16.9 - 54 D+FD+CG+L+WPA2+FL 2.5 20.0 -5.1 - 30.8 - - - 55 D+FD+CG+WPD2 4.4 8.8 3.9 0.4 9.6 - - - 56 D+FD+CU+WPD2 3.0 2.7 5.3 0.4 1.1 - - - 57 D+FD+CG+L+WPD2 5.3 15.0 0.9 0.3 15.8 - - - 58 D+FD-i-CG-4-L+WPD2+FL 5.3 22.4 0.9 0.3 29.7 - - - 59 D+FD+CG+WPBI 1.4 2.3 -1.8 - 6.1 - - - 60 D+FD+CU+WPBI 0.1 -3.7 -0.4 - -2.5 - - - 61 D+FD+CG+L+WPB1 3.1 10.2 -3.4 - 13.1 - - - 62 D+FD+CG+L+WPBI+FL .3.1 17.6 -3.4 - 27.0 - - - 63 D+FD+CG+WPCI 5.4 5.9 6.1 0.1 5.1 - - - 64 D+FD+CU+WPCI 4.0 -0.1 7.4 0.1 -3.4 - - - 65 D+FD+CG+L+WPCI 6.1 12.9 2.5 0.1 12.4 - - - 66 D+FD+CG-1-L+WPCI+FL 6.1 20.3 2.5 0.1 26.3 - - - 67 D+FD+CG+WPB2 0.3 5.0 -3.9 - 9.5 - - - 68 D+FD+CU+WPB2 -1.1 -1.1 -2.5 - 1.0 - - - 69 D+FD+CG+L+WPB2 2.3 12.2 -5.0 - 15.7 - - 70 D+FD+CG+L+WPB2+FL 2.3 19.6 -5.0 - 29.6 - - - 71 D+FD+CG+WPC2 4.3 8.5 4.0 0.4 9.0 - - - 72 D+FD+CU+WPC2 2.9 2.5 5.4 0.4 0.5 - - - File: 4510-09-Magellan.FBO Version: 7.1f • • 09-1654 Calculations Package Date: 6/19/2009 Time: 7:57:30 AM Page: 39 of 148 73 D+FD+CG+L+WPC2 5.3 14.9 0.9 0.3 15.3 - - - - 74 D+FD+CG-I-L+WPC2+FL 5.3 22.3 0.9 0.3 29.2 - - - 75 D+FD+CG+E>+EG++EB> -0.4 9.1 -3.3 -0.1 53.3 - - - 76 D+FD+CG+E>+EG++EB> -4.0 6.5 -8.1 -0.0 31.2 - - - 77 D+FD+CG+<E+EG++EB> 3.2 11.9 0.4 -0.1 50.5 78 D+FD+CG+<E+EG-H-EB> 8.0 15.7 4.1 -0.0 21.8 - - - 79 D+FD+CU+E>-4-EG-+EB> -2.5 0.5 -1.2 -0.1 42.0 - - - 80 D+FD+CU+E>-I-EG-+EB> -6.1 -2.1 -6.0 -0.0 19.9 - - - 81 D+FD+CU+<E+EG-+EB> 1.1 3.3 2.5 -0.1 39.2 - - - 82 D+FD+CU-4-<E+EG-+EB> 5.9 7.1 6.3 -0.0 10.6 - - - 87 D+FD+CG+E>+EG-H-<EB 1.2 10.7 -4.8 39.7 -18.9 - - - 88 D+FD+CG+E>-l-EG-H-<EB -3.6 7.0 -8.6 11.9 9.5 - - - 89 D-i-FD+CG+<E+EG++<EB 4.8 13.5 -1.2 39.7 -21.7 - - - 90 D+FD+CG+<E+EG±+<EB 8.4 16.2 3.7 11.9 0.1 - - - 91 D+FD+CU+E>+EG-+<EB -0.9 2.1 -2.7 39.7 -30.2 - - - 92 D+FD+CU+E-i-EG-±<EB -5.7 -1.6 -6.4 11.9 -1.7 - - - 93 D+FD-i-CU+<E+EG-+<EB 2.7 4.9 1.0 39.7 -33.0 - - - 94 D-i-FD+CU+<E+EG-+<EB 6.3 7.6 5.8 11.9 -11.1 Maximum Combined Reactions Summary -- .......................... with Factored Loads - Framing --- ----- .£t_ n:-------I...:.. X-Loc Grid Ha left Load Ha Right Load Hrz In Load Ha Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-lix) Case (Fix) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mix) Case (Mix) Case (k) - (k) (k) (k) (k) (k) (in- k) (in-k) 0/0/0 8.5 -J 6.1 80 8.4 90 - - - - 5.1 12 23.4 22 - t 52/10/0 8.5 -A 8.6 88 8.3 13 0.1 75 39.7 87 33.0. 93 53.3 75 . - - - Bracing - X-Loc Grid Description - 52/10/0 A- 8.5 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 4510-09-Magellan.FBO . •. Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 40 of 148 Wall: 8, Frame at: 33/6/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section: 9 Type -. X-Loc Grid! - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 9-1 9x29 0.375 4 -1.000 100-0" Exterior Column 52/10/0 9-A 9x29 0.375 4 -1.000 100-0" Load Type Desc. Hx Vy Hx Hz Ij D Frm 0.6 3.7 -0.6 - 3.6 - - - FD Frm - 3.2 - - 3.9 - - - CG Frm 0.7 2.8 -0.7 - 2.7 - - - Frm 1.6 6.9 -1.6 - 7.4 - - - Frm 1.6 6.9 -1.6 - 7.4 - - - ASLA Frm 1.7 5.7 -1.7 - 5.0 - - - AASL Frm -0.1 1.2 0.1 - -0.1 - - - WI> Frm -4.1 -7.4 -2.0 - -1.7 - - - <WI Frm 2.0 -8.0 5.6 - -7.8 - - - W2> Frm -5.5 -5.4 -3.7 - 1.5 - - - <W2 Frm 0.6 -6.0 4.0 - 4.7 - - - CU Frm - - - - - - - - FL Frm - 10.3 - - 15.1 - - - L Frm - 1.6 6.9 -1.6 - 7.4 - - - E> Frm -6.3 -4.4 -5.2 - 4.4 - - - EG-f Frm 0.4 1.6 -0.4 - 1.5 - - - <E Frm 6.3 4.4 5.2 - -4.4 - - - EG- Frm -0.4 -1.6 0.4 - -1.5 - - - WPA1 Brc 1.5 -5.1 0.8 - -49 - - - WPD1 Brc 3.0 4.9 5.3 - -6.9 - - - WPA2 Brc 0.1 -2.8 -0.9 - -1.9 - - WPD2 Brc 1.6 -2.5 3.6 - -3.8 - - - WPBI Brc 1.4 -5.5 0.9 - -5.7 - - - WPC1 Brc 2.7 -5.6 5.6 - -8.1 - - - WPB2 Brc -0.0 -3.1 -0.7 - -2.6 - - - WPC2 Brc 1.3 -3.3 4.0 - -5.0 - - - EB> Brc - - - -0.1 - - - - <EB Brc -I - - 0.1 1 -I - - - File: 4510-09-Magellan.FBO S Version: 7. If 09-1654 Calculations Packag Date: 6/19/2009 e Time: 7:57:30 AM Page: 41 of 148 Frame Reactions - Factored Load Cases at Frame Cross Section: 9 Nntp All reutinnq hd nn nrl nrder stnictural analysis u.cine the Direct Analysis Method X-Loc 0/0/0 52/10/0 Grid! - Grid2 - ______9-J 9-A U Description Hz Vy Hx Hz y Cs (application factor not shown) (k) (k) .JL (!)_. .JJL. 1 D+FD+CG+L> 3.0 16.5 -3.0 - 17.6 - - - 2 D+FD+CG+<L 3.0 16.5 -3.0 - 17.6 - - - 3 D+FD+CG+ASL 3.0 15.3 -3.0 - 15.3 - - - D+FD+CG+"ASL 1.2 10.8 -1.2 - 10.2 - - - 8 D+FD+CG+WI> -2.8 2.2 -3.3 - 8.6 - - 9 D+FD+CG+<WI 3.3 1.6 4.3 - 2.4 - - - 10 D+FD+CG+W2> 4.2 4.3 -5.0 - 11.7 - - - 11 D + FD + CG + <W2 1.9 3.7 2.6 - 5.6 - - - 12 D+FD+CU+WI> -3.7 -3.3 -2.4 - 2.9 - - - 13 D+FD+CU+<W1 2.4 -3.9 5.3 - -3.3 - - - 14 D+FD+CU+W2> -5.1 -1.2 -4.0 - 6.0 - - - 15 D+FD+CU+<W2 1.0 -1.8 3.6 - -0.2 - - - 16 D+FD+CG+FL 1.3 19.9 -1.3 - 25.4 - - 17 D+FD+CG 1.3 9.6 -1.3 - 10.2 - - - 18 D+FD+CG+L+Wl> -0.5 9.2 -4.1 - 14.5 - - - 19 D+FD+CG+L+<WI 4.1 8.8 1.7 - 9.9 - - - 20 D+FD+CG+L+W2> -1.6 10.8 -5.3 - 16.9 - - - 21 D+FD+CG+L+'zW2 - 3.0 10.3 0.4 - 12.2 - - - 22 D+FD+CG+L>+FL 2.5 22.5 -2.5 - 27.1 - - - 23 D+FD+CG+<L+FL 2.5 22.5 -2.5 - 27.1 - - - 24 D+FD+CG+ASL+FL 2.6 21.6 -2.6 - 25.4 - 25 D + FD + CG + "ASL + FL 1.3 18.2 -1.3 - 21.5 - 26 D+FD+CG-fL+WI>-fFL -0.5 16.9 -4.1 - 25.9 - 27 1>+FD+CG'-L+<WI+FL 4.1 16.5 1.7 - 21.3 - - - 28 D+FD+CG+L+W2-4-FL -1.6 18.5 -5.3 - 28.2 - 29 D+FD+CG+L+<W2+FL 3.0 18.0 0.4 - 23.6 - - - 30 D+FD+CG+FL 1.3 17.3 -1.3 - 21.6 - - - 31 D+FD+CG+E+EG-4- -4.1 6.8 -6.3 - 15.4 - - - 32 D + FD + CG + <E + EG+ 7.3 14.7 3.2 - 7.3 - - - 33 D+FD+CU+E+EG- -5.6 -1.0 -4.8 - 7.5 - - - 34 D+FD+CU+<E+EG- 5.8 7.0 4.6 - -0.6 - - - 43 D+FD+CG+WPAI 2.9 4.5 -0.6 - 5.3 - - - 44 D+FD+CU+WPA1 1.9 -1.0 0.4 - -0.4 - - - 45 D+FD+CG+L+WPA1 3.7 10.9 -2.0 - 12.1 - - - 46 D+FD+CG-4-L+WPAI+FL 3.7 18.6 -2.0 - 23.4 - - - 47 D+FD+CG+WPD1 4.4 4.8 4.0 - 3.4 - - - 48 D+FD+CU+WPDI 3.4 -0.7 4.9 - . -2.3 - - - 49 D+FD+CG+L+WPD1 4.8 11.1 1.4 - 10.6 - - - 50 D+FD+CG+L+WPD1+FL 4.8 18.8 1.4 - 22.0 - - - 51 D+FD+CG+WPA2 1.4 6.8 -2.2 - 8.4 - - - 52 D+FD+CU+WPA2 0.5 1.3 -1.2 - 2.7 - - - 53 D+FD+CG+L+WPA2 2.6 12.7 -3.2 - 14.4 - - - 54 D+FD+CG+L+WPA2+FL 2.6 20.4 -3.2 - 25.7 - - - 55 D+FD+CG+WPD2 3.0 7.1 2.3 - 6.5 - - - 56 D+FD+CU+WPD2 2.0 1.6 3.3 - 0.8 - - - 57 D+FD+CG+L+WPD2 3.8 12.9 0.2 - 12.9 - - - 58 D+FD+CG-4-L+WPD2+FL 3.8 20.6 0.2 - 24.3 - - - 59 D+FD+CG+WPBI 2.7 4.2 -0.4 - 4.5 - - - 60 D+FD+CU+WPBI 1.7 -1.3 0.5 - -1.2 - - - 61 D+FD+CG+L+WPBI 3.6 10.7 -1.9 - 11.5 - - - 62 D+FD+CG+L+WPBI+FL 3.6 18.4 -1.9 - 22.8 - - - 63 D+FD+CG+WPCI 4.0 4.0 4.3 - 2.1 - - - 64 D+FD+CU+WPCI 3.1 -1.5 5.2 - -3.6 - - - 65 D+FD+CG+L+WPCI 4.6 10.6 1.7 - 9.7 - - - 66 D-t-FD+CG-FL+WPC1+FL 4.6 18.3 1.7 - 21.0 - - - 67 D + FD + CG + WPB2 1.3 6.5 -2.0 - 7.6 - - - 68 D+FD+CU+WPB2 0.3 1.0 -1.1 - 1.9 - - - 69 D+FD+CG+L+WPB2 2.5 12.4 -3.1 - 13.8 - - - 70 D+FD+CG-I-L+WPB2+FL 2.5 20.1 -3.1 - 25.1 - - - 71 D+FD+CG+WPC2 2.6 6.4 2.7 - 5.2 - - - 72 D+FD+CU+WPC2 1.6 0.9 3.6 - -0.5 - - - File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 42of148 73 D-i-FD+CG+L+WPC2 3.5 12.3 0.4 - 12.0 - - - 74 D+FD+CG+L+WPC2+FL 3.5 20.0 0.4 - 23.3 - -. - 75 D+FD+CG+E-f-EG++EB> -0.1 9.5 -3.0 -0.1 12.5 - - - 76 D+FD+CG+E>-fEG++EB> -4.1 6.8 -6.3 -0.0 15.4 - - - 77 D+FD+CG+<E+EG++EB> 3.3 11.9 -0.2 -0.1 10.1 - - - 78 D+FD+CG-i-<E+EG++EB> 7.3 14.7 3.2 -0.0 7.3 - - - 79 D+FD+CU+E'-l-EG-+EB> -1.6 1.8 -1.5 -0.1 4.7 - - - 80 D+FD+CU+E>+EG-+EB> -5.6 -1.0 -4.8 -0.0 7.5 - - - 81 D+FD+CU+<E+EG-+EB> 1.8 4.2 1.3 -0.1 2.2 - - - 82 D-t-FD+CU+<E+EG-+EB> 5.8 7.0 4.6 -0.0 -0.6 - - - 87 D+FD+CG+E'-f-EG-H-<EB -0.1 9.5 -3.0 0.0 12.5 - - 88 D+FD-t-CG-i-E>+EG-H-<EB -4.1 6.8 -6.3 0.0 15.4 - - - 89 1>4FD+CG+<E+EG-H-<EB 3.3 11.9 -0.2 0.0 10.1 - - - 90 D+FD+CG*<E+EG-1-+<EB 7.3 14.7 3.2 0.0 7.3 - - - 91 D+FD+CU+E'+EG-+<EH -1.6 1.8 -1.5 0.0 4.7 - - - 92 D+FD+CU-l-E>+EG-+<EB -5.6 -1.0 -4.8 0.0 7.5 - - - 93 D+FD+CU+<E+EG-+<EB 1.8 4.2 1.3 0.0 2.2 - - - 94 D+FD+CU+<E+EG-+<EB 5.8 7.0 4.6 0.0 -0.6 - - - - Maximum Combined Reactions Summary with Factored Loads - Framing Mr.ta All rprt,nnc 12ve1 nn Thu nrder ctn.rhirnl nnnlucic Icino the flirert Anilvcic Methnd X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load FHrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 9-3 5.6 33 7.3 32 - - - - 3.9 13 22.5 22 - - - - 52/10/0 9-A 6.3 31 5.3 13 0.1 75 0.0 87 3.6 64 28.2 28 - - _- - I 0/0/0 I 3-9 I Portal Frame is next to column. See portal frame section for reactions I File: 4510-09-Magellan.FBO Version: 7.1f Type X-Loc Grid! -Grid2 Base Plate WxL(m.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 10-J 9x29 0.375 4-1.000 100,-On Interior Column 15/0/0 10-11 9x13 0.375 4-1.000 1001-0° - Interior Column 36/3/0 10-B 9x19 0.375 4-1.000 1001-0,, Load Type Desc. Hx Vy Hx Hz - Hx I Vy D Frm - 1.9 - - 1.8 - 1.5 - - FD Frm - 1.6 - - 4.7 - 5.2 - - CG Frm - 0.5 - - 1.7 - 1.4 - -. L> Frm -0.1 1.9 - - 6.1 0.1 5.2 - - Frm -0.1 1.9 - - 6.1 0.1 5.2 - - ASLA Frm -0.2 2.0 - - 1.7 0.2 3.0 - ASL Frm 0.2 -0.1 - - 4.3 -0.2 2.3 - WI> Frm -2.7 -5.1 - 1.6 3.4 -1.2 0.3 - - <WI Frm 3.9 4.2 - -1.4 -4.1 1.0 -0.4 - - W2> Frm -4.8 -6.8 - - 4.8 -0.8 0.6 - - <W2 Frm 1.8 2.5 - - -2.8 1.5 -0.1 CU Frm - - . - - - - - - FL Frm 0.0 4.7 - - 15.8 -0.0 19.5 - - L Frm -0.1 1.9 - - 6.1 0.1 5.2 - - Frm -6.8 -10.5 - 0.0 9.6 -1.9 0.9 - - EG-f- Frm - 0.3 - - 0.9 - 1.6 - - <E Frm 6.8 10.5 - -0.0 -9.6 1.9 -0.9 - - EG- Frm - -0.3 - - -0.9 - -1.6 - - WPAI Brc 3.7 2.2 - - -2.5 -0.8 -0.5 WPDI Brc 3.7 2.6 - - -2.4 -0.8 -0.5 - - WPA2 Brc 1.6 0.5 - - -1.1 -0.4 -0.2 - - WPD2 Brc 1.6 0.9 - - -1.1 -0.4 -0.2 - - WPBI Brc 3.7 2.2 - - -2.5 -0.8 -0.5 - - WPCI Brc 3.7 2.6 - - -2.4 -0.8 -0.5 - - WPB2 Brc 1.6 0.5 - - -1.1 -0.4 -0.2 WPC2 Brc 1.6 0.9 - - -1.1 ,0.4 -0.2 - - EB> , Brc - - - - - -. - - - <ES Brc Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 43 of 148 Wail: 8, Frame at: 49/0/0 - Frame IDFL 10 Frame Type:Continuous Beam Values shown are resisting forces of the foundation. - I T.. .. . ('.. in File: 4510-09-Magellan.FBO . . Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:3OAM Page: 44 of 148 Frame Reactions - Factored Load Cases at Frame Cross Section: 10 Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method X-Loc 0/0/0 15/0/0 36/3/0 Gridi - Grid2 - 10-J 10.11 10-B IA Description Hx Vy Fix Fix Vy Cs (application factor not shown) (k) (k) (k) 1 JL (k) D+FD+CG+L> -0.1 5.9 - 0.1 13.3 D+FD+CG+<L -0.1 - 2 5.9 - Tkk 0.1 13.3 D+FD+CG+ASL" -0.2 - 3 6.0 - 0.2 11.0 D+FD+CG+AASL 0.2 - 4 3.9 - -0.2 10.3 - - 8 D+FD+CG+WI> -2.7 -1.1 - 1.6 11.6 -1.2 8.4 - - 9 D+FD+CG+<WI 3.9 8.1 - -1.4 4.0 1.0 7.7 - - 10 D+FD+CG+W2> -4.8 -2.8 - - 12.9 -0.8 8.7 - - 11 D+FD+CG+<W2 1.8 6.5 - - 5.4 1.5 8.0 - - 12 D+FD+CU+WI> -2.7 -3.0 - 1.6 7.3 -1.2 4.3 - - 13 D+FD+CU+<W1 3.9 6.2 - -1.4 -0.2 1.0 3.6 - - 14 D+FD+CU+W2> -4.8 -4.7 - - 8.7 -0.8 4.6 - - 15 D+FD+CU+<W2 1.8 4.5 - - 1.1 1.5 3.9 - - 16 D + FD + CG + FL 0.0 8.7 - - 23.9 -0.0 27.6 - - 17 D+FD+CG - 4.0 - - 8.2 - 8.1 - - 18 D + FD + CG + L + W I > -2.0 1.6 - 1.2 15.3 -0.9 12.2 - - 19 D+FD+CG+L+<W1 2.9 8.5 - -1.0 9.6 0.8 11.7 20 D+FD+CG+L+W2> -3.6 0.3 - - 16.3 -0.5 12.4 - - 21 D+FD+CG+L+<W2 1.3 7.3 - - 10.6 1.2 11.9 - - 22 D+FD+CG+L>+FL -0.0 8.9 - - 24.5 0.0 26.6 - - 23 D+FD+CG+<L+FL -0.0 8.9 - - 24.5 0.0 26.6 - - 24 D+FD+CG+ASL+Fl, -0.2 9.0 - - 21.3 0.2 24.9 - - 25 D+FD+CG+AASL+FL 0.2 7.5 - - 23.2 -0.2 24.4 - - 26 D+FDi-CG+L+WI>+FL, -2.0 5.1 - 1.2 27.1 -0.9 26.8 - - 27 D+FD+CGi-L+<W1+FL 2.9 12.1 - -1.0 21.4 0.8 26.3 - - 28 D+FD+CG-fL+W2>+FL -3.6 3.9 - - 28.1 -0.5 27.1 - - 29 D+FD+CG+L+<W2+FL 1.3 10.8 - - 22.5 1.1 26.5 - - 30 D+FD+CG+FL 0.0 7.5 - - 20.0 -0.0 22.7 - - 31 D+FD+CG+E>+EG+ -6.2 -5.4 - 0.0 17.6 -1.7 10.0 - - 32 D+FD+CG+<E+EG+ 6.2 13.8 - -0.0 0.0 1.7 8.3 - - 33 D+FD+CU+E>+EG- -6.2 -7.8 - 0.0 12.0 -1.7 3.8 - - 34 D + FD + CU + <E + EG- 6.2 11.4 - -0.0 -5.5 1.7 2.1 - -. 43 D+FD+CG+WPAI 3.7 6.2 - - 5.7 -0.8 7.5 - - 44 D+FD+CU+WPA1 3.7 4.3 - - 1.4 -0.8 3.5 - - 45 D+FD+CG+L+WPAI 2.7 7.1 - - 10.8 -0.6 11.6 - - 46 D+FD+CG-4-L+WPAI+FL 2.8 10.6 - - 22.6 -0.6 26.2 - - 47 D+FD+CG+WPD1 3.7 6.6 - - 5.7 -0.8 7.5 - - 48 D+FD+CU+WPD1 3.7 4.6 - - 1.5 -0.8 3.5 - - 49 D+FD+CG+L+WPD1 2.7 7.4 - - 10.9 -0.6 11.6 - - 50 D+FD+CG-4-L+WPDI+FL 2.7 10.9 - - 22.7 -0.6 26.2 - - 51 D+FD+CG+WPA2 1.6 4.5 - - 7.0 -0.4 7.8 - - 52 D+FD+CLJ+WPA2 1.6 2.6 - - 2.8 -0.4 3.8 - - 53 D+FD+CG+L+WPA2 1.2 5.8 - - 11.9 -0.2 11.8 - - 54 D+FD+CG+L+WPA2+FL 1.2 9.4 - - 23.7 -0.2 26.5 55 D+FD+CG+WPD2 1.6 4.9 - - 7.1 -0.4 7.8 - - 56 D+FD+CU+WPD2 1.6 3.0 - - 2.8 -0.4 3.8 - - 57 D+FD+CG+L+WPD2 1.1 6.1 - - 11.9 -0.2 11.8 - - 58 D+FD+CG-I-L+WPD2+FL 1.2 9.6 - - 23.7 -0.2 26.5 - - 59 D+FD+CG+WPBI 3.7 6.2 - - 5.7 -0.8 7.5 - - 60 D+FD+CU+WPBI 3.7 4.3 - - 1.4 -0.8 3.5 - - 61 D+FD+CG+L+WPB1 2.7 7.1 - - 10.8 -0.6 11.6 - - 62 D+FD+CG+L+WPBI+FL 2.8 10.6 - - 22.6 -0.6 26.2 - - 63 D+FD+CG+WPCI 3.7 6.6 - - 5.7 -0.8 7.5 - - 64 D+FD+CU+WPC1 3.7 4.6 - - 1.5 -0.8 3.5 - - 65 D+FD+CG+L+WPC1 2.7 7.4 - - 10.9 -0.6 11.6 - - 66 D+FD+CG+L+WPCI+FL 2.7 10.9 - - 22.7 -0.6 26.2 -. - 67 D+FD+CG+WPB2 1.6 4.5 - - 7.0 -0.4 7.8 - - 68 D+FD+CU+WPB2 1.6 2.6 - - 2.8 -0.4 3.8 - - 69 D+FD+CG+L+WPB2 1.2 5.8 - - 11.9 -0.2 11.8 - - 70 D+FD+CG-i-L+WPB2+FL 1.2 9.4 - - 23.7 -0.2 26.5 - - 71 D+FD+CG+WPC2 1.6 4.9 - - 7.1 -0.4 7.8 - - 72 D+FD+CU+WPC2 1.6 3.0 - - 2.8 -0.4 3.8 - - File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 45 of 148 73 D+FD+CG+L+WPC2 1.1 6.1 - - 11.9 -0.2 11.8 - - 74 D+FD+CG+L+WPC2+FL 1.2 9.6 - - 23.7 -0.2 26.5 - - 75 D+FD+CG+E>+EG++EB> -1.9 1.4 - 0.0 11.5 -0.5 9.4 - - 76 D+FD+CG+E>+EG-H-EB> -6.2 -5.4 - 0.0 17.6 -1.7 10.0 - 77 D+FD+CG-i-<E+EG++EB> 1.9 7.1 - -0.0 6.2 0.5 8.9 - - 78 D+FD+CG-l-<E+EG-H-EB> 6.2 13.8 - -0.0 0.0 1.7 8.3 - - 79 D+FD-i-CU+E>-fEG-+EB> -1.9 -1.1 - 0.0 5.9 -0.5 3.2 - - 80 D+FD+CU+E>+EG-+EB> -6.2 -7.8 - 0.0 12.0 -1.7 3.8 - - 81 D+FD+CU+<E+EG-+EB> 1.9 4.7 - -0.0 0.6 0.5 2.7 - - 82 D+FD+CU+<E+EG-+EB> 6.2 11.4 - -0.0 -5.5 1.7 2.1 - 87 D+FD+CG-+E>+EG++<EB -1.9 1.4 - 0.0 11.5 -0.5 9.4 - - 88 D+FD+CG+E>4-EG-H-<EB -6.2 -5.4 - 0.0 17.6 -1.7 10.0 - - 89 D+FD+CG-'-<E+EG++<EB 1.9 7.1 - -0.0 6.2 0.5 8.9 - - 90 D+FD+CG+<E+EG++<EB 6.2 13.8 - -0.0 0.0 1.7 8.3 - - 91 D+FD+CU+E'-4-EG-+<EB -1.9 -1.1 - 0.0 5.9 -0.5 3.2 - - 92 D+FD+CU+B'-FEG-+<EB -6.2 -7.8 - 0.0 12.0 -1.7 3.8 - - 93 D+FD+CU+<E+EG--I-<EB 1.9 4.7 - -0.0 0.6 0.5 2.7 - - 94 1>+FD4-CU+<E+EG-±<EB 6.2 11.4 - -00 -55 1.7 2.1 - - Maximum Combined Reactions Summary with Factored Loads - Framing All +.,.,,, tb flir,t MthM X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (lix) Case (-Hz) Case (Hz) I Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 10-1 6.2 31 6.2 32 - - - - 7.8 33 13.8 32 - - - - 15/0/0 10-11 - - - - 1.4 9 1.6 8 5.5 34 28.1 28 - - - - - 36/3/0 10-B 1.7 31 1.7 32 - - - - - - 27.6 16 - - - - Bracing X-Loc Grid Description 0/0/0 3-10 Portal Frame is next to column. See portal frame section for reactions I I - File: 4510-09-MagellamFBO . Version: 7. If Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 46 of 148 Wall: 12, Frame at: 1/0/0 Frame ID: Rigid Frame with Endposts Frame Type:Rigid Frame, End Posts Values shown are resisting forces of the foundation. Reinn - 11nfsrtired 1.nsd Tvnp. at Frcime Crnsc Section-3 Type X-Loc Grid I - Grid2 Base Plate WxL(in.). Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Columm Base Elev. Exterior Column 0/0/0 34 9x29 0.375 4-1.000 100-0 Interior Column 14/0/0 3-F 8x13 0.375 4-0.750 100-0 Exterior Column 52/10/0 3-A 9x29 0.375 4-1.000 loy-011 - Load Type . Desc. Hx Vy Hz Hz Vy Hx Hz Vy D Frm 0.6 3.8 - - 0.6 -0.6 - 3.4 - - FD Frm - 2.5 - - 5.6 - - 3.6 - - CG Frm 0.7 3.0 - - - -0.7 - 2.6 - - L> Frm 1.7 7.4 - - - -1.7 - 5.9 - - <L Frm 1.7 7.4 - - - -1.7 - 5.9 - - ASLA Frm - - - - - - - - - - AASL Frm - - - - - - - - - - WI> Frm -4.4 -7.6 - 1.7 - -2.6 - -2.6 - - <WI Frm 2.2 -7.0 - -1.4 - 6.1 - -10.1 - W2> Frm -5.9 -5.2 - - - 4.3 - 1.5 - - <W2 Frm 0.8 -4.6 - - - 4.3 - -6.0 - - CU Frm - - - - - - - - - - FL Frm - 7.2 -. - 21.5 - - 15.2 - - L - Frm 1.7 7.4 - - - -1.7 - 5.9 - Frm -5.7 -4.0 - -0.1 - -5.3 - 4.1 - - EG-i- Frm 0.4 1.7 - - 0.5 -0.4 - 1.5 - - Frm 5.7 4.0 - 0.1 - 5.3 - 4.1 - - EG- Frm -0.4 -1.7 - - -0.5 0.4 - -1.5 - - WPAI Brc 0.9 -7.9 - - - 1.0 - -8.2 - - .WPDI Brc 3.7 -3.4 - - - 5.4 - -7.3 - - WPA2 Brc -0.5 -5.1 -. - - -0.7 - 4.2 - - WPD2 Brc 2.3 -0.6 - - - 3.7 - -3.3 - - WPB1 Brc 0.9 -7.9 - - - 1.0 - -8.2 - - WPCI Brc 3.7 -3.4 - - - 5.4 - -7.3 - - WPB2 - Brc -0.5 -5.1 - - - -0.7 - -4.2 - - WPC2 Brc 2.3 -0.6 - - - 3.7 - -3.3 - - EB> Brc - - - - - - -0.0 - - - <EB Brc - - - - - - 0.0 1 - - - File: 45 10-09-Magellan.FBO Version: 7.1f Time: 7:57:30 AM Date: 6/19/2009 a&- 09-1654 Calculations Package Page: 47 of 148 Frame Reactions - Factored Load Cases at Frame Cross Section: 3 -- - ----- -- ---- X-Loc 0/0/0 14/0/0 52/10/0 - Grid! - Grid2 3-3 3-F 3-A Ld Description Hx Vy Hx Hz j Hx Hz Vy Cs (application factor not shown) (k) (k) JL JL. J!L _QL JL J!Q. D+FD+CG+L> 3.0 16.6 - - 6.2 -3.0 - 15.5 - - 2 D+FD+CG+<L 3.0 16.6 - - 6.2 -3.0 - 15.5 - - 3 D+FD+CG+ASL' 1.3 9.2 - - 6.2 -1.3 - 9.6 - - 4 D+FD+CG+'ASL 1.3 9.2 - - - 6.2 -1.3 - 9.6 - - - 8 D+FD+CG+W1> -3.1 1.6 - 1.7 6.2 -3.9 - 7.0 - - 9 D+FD+CG+<W! 3.6 2.2 - -1.4 6.2 4.8 - -0.5 - - 10 D+FD+CG+W2> -4.5 3.9 - - 6.2 -5.6 - 11.1 - - 11 D+FD+CG+<W2 2.1 4.6 - - 6.2 3.0 - 3.6 - - 12 D+FD+CU+W!> -4.1 -3.9 - 1.7 3.7 -2.9 - 1.6 - - - 13 D+FD+CU+<W1 2.6 -3.2 - -1.4 3.7 5.7 - -5.9 14 D+FD+CU+W2> -5.5 -1.5 - - 3.7 -4.7 - 5.7 - - 15 D+FD+CU+<W2 1.2 -0.9 - - 3.7 4.0 - -1.8 - - 16 D+FD+CG+FL 1.3 16.4 - - 27.7 -1.3 - 24.9 - - 17 D+FD+CG 1.3 9.2 - - 6.2 -1.3 - 9.6 - - 18 D+FD+CG+L+WI> -0.7 9.0 - 1.3 6.2 -4.5 - 12.1 - - 19 D+FD+CG+L+<WI 4.3 9.5 - -1.1 6.2 2.0 - 6.5 - - 20 D+FD+CG+L+W2> -1.8 10.8 - - 6.2 -5.8 - 15.2 - - 21 D+FD+CG+L+<W2 3.2 11.3 - - 6.2 0.7 - 9.6 - - 22 D + FD + CG + L> + FL 2.6 20.1 - - 22.3 -2.6 - 25.5 - - 23 D+FD+CG+<L+FL 2.6 20.1 - - 22.3 -2.6 - 25.5 - - 24 D+FD+CG+ASIP+Fl, 1.3 14.6 - - 22.3 -1.3 - 21.0 - - 25 D+FD+CG+ASL+FL 1.3 14.6 - - 22.3 -1.3 - 21.0 - - 26 D+FD+CG+L+WI>+FL -0.7 14.4 - 1.3 22.3 -4.5 - 23.5 - - 27 D+FD+CG-4-L+<WI-l-FL 4.3 14.9 - -1.1 22.3 2.0 - 17.9 - - 28 D+FD+CG+L+W2>-1-FL -1.8 16.2 - - 22.3 -5.8 - 26.6 - - 29 D+FD-4-CG+L+<W2+FL 3.2 16.7 - - 22.3 0.7 - 21.0 - - 30 D+FD+CG+FL 1.3 14.6 - - 22.3 -1.3 - 21.0 - - 31 D+FD+CG-1-E>+EG+ -3.6 6.7 - -0.1 6.5 -6.5 - 14.4 - - 32 D+FD+CG+<E+EG+ 6.8 14.1 - 0.1 6.5 3.2 - 6.9 - - 33 D+FD+CU+E+EG- -5.1 -1.1 - -0.1 3.4 -4.9 - 6.9 - - 34 D+FD+CU+<E+EG- 5.3 6.2 - 0.1 3.4 4.8 - -0.6 - - 43 D+FD+CG+WPAI 2.3 1.3 - - 6.2 -0.3 - 1.4 - - 44 D+FD+CU+WPA1 1.3 -4.1 - - 3.7 0.6 - 4.0 - - 45 D+FD+CG+L+WPA! 3.3 8.8 - - 6.2 -1.8 - 7.9 - - 46 D+FD+CG-I-L+WPAI+FL 3.3 14.2 - - 22.3 -1.8 - 19.3 - - 47 D+FD+CG+WPD! 5.1 5.8 - - 6.2 4.1 - 2.3 - - 48 D+FD+CU+WPD1 4.1 0.3 - - 3.7 5.0 - -3.1 49 D+FD+CG+L+WPD1 5.4 12.2 - - 6.2 1.5 - 8.6 - - 50 D-'-FD+CG+L+WPDI+FL 5.4 17.6 - - 22.3 1.5 - 20.0 - - 51 D+FD+CG+WPA2 0.8 4.1 - - 6.2 -2.1 - 5.4 - - 52 D+FD+CIJ+WPA2 -0.1 -1.4 - - 3.7 -1.1 - 0.0 - - 53 D+FD+CG+L+WPA2 2.2 10.9 - - 6.2 -3.1 - 10.9 - - 54 D+FD+CG-I-L+WPA2+FL 2.2 16.3 - - 22.3 -3.1 - 22.3 - - 55 D+FD+CG+WPD2 3.6 8.5 - - 6.2 2.3 - 6.4 - - 56 D+FD+CU+WPD2 2.7 3.1 - - 3.7 3.3 - 0.9 - - 57 D+FD+CG+L+WPD2 4.3 14.2 - - 6.2 0.2 - 11.6 - - 58 D+FD+CG+L+WPD2+FL 4.3 19.6 - - 22.3 0.2 - 23.0 - - 59 D+FD+CG+WPBI 2.3 1.3 - - 6.2 -0.3 - 1.4 - - 60 D+FD+CU+WPBI 1.3 4.1 - - 3.7 0.6 - -4.0 - - 61 D+FD+CG+L+WPB1 3.3 8.8 - - 6.2 -1.8 - 7.9 - - 62 D-'-FD+CG+L+WPB1+FL 3.3 14.2 - - 22.3 -1.8 - 19.3 - - 63 D+FD+CG+WPC1 5.1 5.8 - - 6.2 4.1 - 2.3 - - 64 D+FD+CU+WPC! 4.1 0.3 - - 3.7 5.0 - -3.1 - - 65 D+FD+CG+L+WPC! 5.4 12.2 - - 6.2 1.5 - 8.6 - 66 D+FD+CG-f-L+\VPC!+FL 5.4 17.6 - - 22.3 1.5 - 20.0 - - 67 D+FD+CG+WPB2 0.8 4.1 - - 6.2 -2.1 - 5.4 - - 68 D+FD+CU+WPB2 -0.1 -1.4 - - 3.7 -1.1 - 0.0 - - 69 D+FD+CG+L+WPB2 2.2 10.9 - - 6.2 -3.1 - 10.9 - - 70 D+FD+CG-4-L+WPB2+FL 2.2 16.3 - - 22.3 -3.1 - 22.3 - - 71 D+FD-fCG+WPC2 3.6 8.5 - - 6.2 2.3 - 6.4 - - 72 D+FD+CU+WPC2 2.7 3.1 - - 3.7 3.3 - 0.9 - - File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 48 of 148 73 D+FD+CG+L+WPC2 4.3 14.2 - - 6.2 0.2 - 11.6 - - 74 D+FD+CG+L+WPC2+FL 4.3 19.6 - - 22.3 0.2 - 23.0 - - 75 D+FD+CG+E>-'-EG++EB> 0.1 9.3 - -0.0 6.5 -3.1 -0.0 11.8 - - 76 D+FD+CG+E>-I-EG++EB> -3.6 6.7 - -0.1 6.5 -6.5 -0.0 14.4 - - 77 D+FD+CG+<E+EG++EB> 3.2 11.5 - 0.0 6.5 -0.2 -0.0 9.5 - - 78 D+FD+CG+<E+EG++EB> 6.8 14.1 - 0.1 6.5 3.2 -0.0 6.9 - - 79 D+FD+CU+E+EG-+EB> -1.5 1.4 - -0.0 3.4 -1.5 -0.0 4.3 - - 80 D+FD+CU+E>-i-EG-+EB> -5.1 -1.1 - -0.1 3.4 4.9 -0.0 6.9 - - 81 D+FD+CU+<E+EG-+EB> 1.6 3.6 - 0.0 3.4 1.4 -0.0 2.0 - - 82 D+FD+CU+<E+EG-+EB> 5.3 6.2 - 0.1 3.4 4.8 -0.0 -0.6 - - 87 D+FD+CG+E>-1-EG-H-<EB 0.1 9.3 - -0.0 6.5 -3.1 0.0 11.8 - - 88 D+FD+CG+E-i-EG++<EB -3.6 6.7 - -0.1 6.5 -6.5 0.0 14.4 - - 89 D+FD+CG+<E+EG-H-<EB 3.2 11.5 - 0.0 6.5 -0.2 0.0 9.5 - - 90 D+FD+CG±<E+EG-H-<EB 6.8 14.1 - 0.1 6.5 3.2 0.0 6.9 - - 91 D+FD+CU+E+EG-+<EB -1.5 1:4 . - -0.0 3.4 -1.5 0.0 4.3 - - 92 D+FD+CU+E>-1-EG-+<EB -5.1 -1.1 - -0.1 3.4 -4.9 0.0 6.9 - - 93 D+FD+CU+<E+EG-+<EB 1.6 3.6 - 0.0 3.4 1.4 0.0 2.0 - - 94 D+FD+CU+<E+EG-+<EB 5.3 6.2 - 0.1 3.4 4.8 0.0 -0.6 - - Maximum Combined Reactions Summary with Factored Loads - Framing Nafe All rectianc hied an 7ne1 artier sthirttirsl tlnRlvsic liqine the Direct Analysis Method X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) - (k) - (k) - (k) (k) (in-k) (in-k) 0/0/0 34 5.5 14 6.8 32 - - - - 4.1 44 20.1 22 - - - - 14/0/0 3-F - - - - 1.4 9 1.7 8 - - 27.7 16 - - - - 52/10/0 3-A 6.5 31 5.7 13 0.0 75 0.0 87 5.9 13 26.6 28 - - - - I 0/0/0 I 34 I Portal Frame is next to column. See portal frame section for reactions I File: 4510-09-Magellan.FBO Version: 7.lf. Date: 6/19/2009 - 09-1654 Calculations Package Time: 7:57:30 AM Page: 49 of 148 Wall: 12, Frame at: 26/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. D.... TT ------ l T ,.,.l 1'.. .* ....._ C'..,..,, I - - Type X-Loc Grid! - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base El v. Exterior Column 0/0/0 44 9x29 0.375 4-1.000 100-0 Exterior Column 52/10/0 4-A 9x29 0.375 4-1.000 100-0" - Load Type Desc. Hz Vy lix Hz jy_ D Frm 0.7 4.1 -0.7 - 3.8 - - - FD Frm - 3.9 - - 5.7 - - - CG Frm 0.9 3.4 -0.9 - 3.2 - I.> Frm 2.0 8.2 -2.0 - 6.6 - Frm 2.0 8.2 -2.0 - 6.6 - - - ASLA Frm - - - - - - - - "ASL Frm - - - - - - - - Wi> Frm -5.7 -9.2 -3.8 - -3.2 - - - <WI Frm 2.7 -8.2 8.9 - -13.0 W2> Frm -7.2 -6.6 -6.0 - 1.6 - - - <W2 Frm 1.1 -5.6 6.7 - -8.1 - - - CU Frm - - - - - FL Frm - 12.2 - - 18.3 - - - L Frm 2.0 8.2 -2.0 - 6.6 Frm -7.2 -5.0 -6.7 .- 5.1 - - - EG+ Frm 0.5 1.9. -0.5 - 1.7 - - - Frm 7.2 5.0 6.7 - -5.1 - EG- Frm -0.5 -1.9 0.5 - -1.7 - WPAI Brc 0.4 -9.3 0.2 - -9.4 - - - WPDI Brc 4.5 -3.2 7.8 - -9.1 - - - WPA2 Brc -1.2 -6.4 -1.9 - -4.6 - WPD2 Brc 3.0 -0.3 5.6 - -4.3 WPBI Brc -0.2 -11.9 0.8 - -12.0 - - - WPC1 Brc 4.2 -4.3 8.0 - -10.2 - - - WPB2 Brc -1.7 -8.9 -1.4 - -7.2 - -. - WPC2 Brc 2.7 -1.4 5.9 . - -5.4 EB> Brc - - - -0.0 - - - - <EB Brc - - - 0.1 File: 4510-09-Magellan.FBO . Version: 71f Date: 6/19/2009 09-1654 Calculations -Package Time: 7:57:30 AM Page: 50 of 148 Frame Reactions - Factored Load Cases at Frame Cross Section: 4 Note: All reactions based on 2nd order structural analysis usine the Direct Analysis Method X-Loc 0/0/0 52/10/0 Gridl - Grid2 44 4-A Ld Description Hx Vy Hx Hz I Vy Cs (application factor not shown) (k) (k) () _Q Jft D+FD+CG+L> 3.7 19.6 -3.7 - 19.2 - - - 2 D+FD+CG+<L 3.7 19.6 -3.7 - 19.2 - - - 3 D+FD+CG+ASLA 1.6 11.4 -1.6 - 12.7 - - - 4 D+FD+CG+'ASL 1.6 11.4 -1.6 - 12.7 - - - 8 D+FD+CG+WI> -4.1 2.2 -5.4 - 9.4 - - 9 D+FD+CG+<WI 4.3 3.2 7.2 - -0.3 - - - 10 D+FD+CG+W2> -5.6 4.8 -7.6 - 14.3 - - - 11 D+FD+CG+<W2 2.8 58 5.0 - 4.5 - - - 12 D+FD+CU+WI> -5.3 -4.4 -4.3 - 2.5 - - - 13 D+FD+CU+<W1 3.1 -3.4 8.4 - -7.3 - - - 14 D+FD+CU+W2> -6.8 -1.8 -6.4 - 7.3 - - - 15 D+FD+CU+<W2 1.6 -0.8 6.2 - -2.4 - - - 16 D+FD+CG+FL 1.6 23.6 -1.6 - 31.0 - - - 17 D+FD+CG 1.6 11.4 -1.6 - 12.7 - - - 18 D+FD+CG+L+WI> -1.1 10.7 -6.0 - 15.2 - - - 19 D+FD+CG+L+<WI 5.2 11.4 3.5 - 7.9 - - - 20 D+FD+CG+L+W2> -2.2 12.6 -7.7 - 18.8 - - - 21 D+FD+CG+L+<W2 4.0 13.4 1.8 - 11.5 - - - 22 D+FD+CG+L>+FL 3.2 26.7 -3.2 - 31.3 - - - 23 D+FD+CG+cL+FL 3.2 26.7 -3.2 - 31.3 - - - 24 DiFD+CG+ASLA+FL 1.6 20.5 -1.6 - 26.4 - - - 25 D+FD+CG+AASL+FL 1.6 20.5 -1.6 - 26.4 - - - 26 D+FD+CG+L+WI>+FL -1.1 19.8 -6.0 - 28.9 - - - 27 D+FD+CG-I-L+<WI+FL 5.2 205 3.5 - 21.6 - - - 28 D+FD+CG+L+W2>+FL -2.2 21.8 -7.7 - 32.5 - - - 29 D+FD+CG-I-L-i-<W2+FL 4.0 22.5 1.8 - 25.2 - - - 30 D+FD+CG+FL 1.6 20.5 -1.6 - 26.4 - - - 31 D+FD+CG+E'+EG-4- -4.6 8.2 -8.0 - 18.5 - - - 32 D+FD+CG+<E+EG+ 8.5 17.3 4.1 - 9.2 - - - 33 D+FD+CU+E>+EG- -6.5 -1.1 -6.2 - 9.2 - - - 34 D+FD+CU+cE+EG- 6.7 8.0 6.0 - -0.1 - - - 43 D+FD+CG+WPAI 2.0 2.1 -1.4 - 3.2 - - - 44 D+FD+CU+WPAI 0.8 -4.5 -0.2 - -3.7 - - - 45 D+FD+CG+L+WPAI 3.4 10.6 -3.0 - 10.5 - - - 46 D+FD+CG+L+WPA1+FL 3.4 19.7 -3.0 - 24.3 - - - 47 D+FD+CG+WPD1 6.1 8.2 6.1 - 3.5 48 D+FD+CIJ+WPD1 4.9 1.5 7.3 - -3.4 - - - 49 D+FD+CG+L+WPD1 6.5 15.1 2.7 - 10.7 - - - 50 D+FD+CG-fL+WPDI+FL 6.5 24.3 2.7 - 24.5 - - - 51 D+FD+CG+WPA2 0.5 5.0 -3.6 - 8.1 - - - 52 D+FD+CU+WPA2 -0.7 -1.6 -2.4 - 1.1 - - - 53 D+FD+CG+L+WPA2 2.3 12.8 -4.6 - 14.1 54 D-i-FD+CG+L+WPA2+FL 2.3 21.9 -4.6 - 27.9 - - - 55 D+FD+CG+WPD2 4.6 11.1 4.0 - 8.4 - - - 56 D+FD+CU+WPD2 3.4 4.5 5.2 - 1.4 - - - 57 D+FD+CG+L+WPD2 5.4 17.3 1.0 - 14.4 - - - 58 D+FD+CG-4-L+WPD2+FL 5.4 26.5 1.0 - 28.1 - - - 59 D+FD+CG+WPBI 1.4 -0.5 -0.9 - 0.6 - - - 60 D+FD+CU+WPBI 0.2 -7.1 0.3 - -6.3 - - - 61 D+FD+CG+L+WPBI 3.0 8.7 -2.6 - 8.6 - - - 62 D+FD+CG-FL+WPBI+FL 3.0 17.8 -2.6 - 22.3 - - - 63 D+FD+CG+WPC1 5.9 7.1 6.4 - 2.4 64 D+FD+CU+WPCI 4.7 0.5 7.6 - -4.5 - - - 65 D+FD+CG+L+WPCI 6.3 14.3 2.8 - 9.9 - - - 66 D-I-FD+CG+L+WPCI+FL 6.3 . 23.5 2.8 - 23.7 - - - 67 D+FD+CG+WPB2 -0.1 2.5 -3.0 - 5.4 - - - 68 . D+FD+CU+WPB2 -1.3 -4.1 -1.8 - -1.5 - - - 69 D+FD+CG+L+WPB2 1.9 10.9 -4.2 - 12.2 - - - 70 D+FD+CG-I-L+WPB2+FL 1.9 20.0 4.2 - 25.9 - - - 71 D+FD+CG+WPC2 4.4 10.0 4.2 - 7.3 - - - 72 D+FD+CU+WPC2 3.2 3.4 5.4 - 0.3 - - - File: 45 10-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 - 09-1654 Calculations Package Time: 7:57:30 AM Page: 51 of 148 73 D+FD+CG+L+WPC2 5.2 16.5 1.2 - 13.5 - - - 74 D+FD+CG+L+WPC2+FL 5.2 25.7 1.2 - 27.3 - - - 75 D+FD+CG-j-E>+EG-i-+EB> 0.0 11.4 -3.8 -0.0 15.2 76 D+FD+CG-FE>+EG++EB> 4.6 8.2 -8.0 -0.0 18.5 - - - 77 D+FD+CG+<E+EG++EB> 3.9 14.1 -0.2 -0.0 12.4 - - - 78 D+FD+CG+<E+EG-H-EB> 8.5 17.3 4.1 -0.0 9.2 - - - 79 D+FD+CU±E+EG-+EB> -1.9 2.1 -1.9 -0.0 5.9 - - - 80 D+FD+CU+E>-4-EG-+EB>, -6.5 -1.1 -6.2 -0.0 9.2 - - - 81 D+FD+CU+<E+EG-+EB> 2.1 4.8 1.7 -0.0 3.1 - - - 82 D+FD+CU+<E+EG-+E13> 6.7 8.0 6.0 -0.0 -0.1 - - - 87 D+FD+CG+E>4EG-H-<EB 0.0 11.4 -3.8 0.1 15.2 88 D+FD+CG+E>+EG4-+<EB -4.6 8.2 :8.0 0.0 18.5 - - - 89 D+FD+CG+<E+EG-F+<EB 3.9 14.1 -0.2 0.1 12.4 - - - 90 D+FD+CG+<E+EG-H-<EB 8.5 17.3 4.1 0.0 9.2 - - 91 D+FD+CU+E+EG-+<EB -1.9 2.1 -1.9 0.1 5.9 - - - 92 D+FD+CU+E'-4-EG-+<EB -6.5 -1.1 -6.2 0.0 9.2 - - - 93 D-i-FD+CU+E+EG-+<EB 2.1 4.8 1.7 0.1 3.1 - - - 94 D+FD+CU+<E+EG--I-<EB 6.7 8.0 60 00 -0A - - - Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method - - X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hz) Case (Hz) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) 0/0/0 44 6.8 14 8.5 32 - - - - 7.1 1 60 26.7 22 - - - - 52/10/0 4-A 8.0 31 8.4 13 0.0 75 0.1 87 7.3 13 32.5 28 - - - - File: 4510-09-Magellañ.FBO Version: 7.11 Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 52 of. 148 Wall: 12, Frame at: 45/6/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Reactions - lJnfactored Load Tvne at Frame Cross Section S Type X-Loc Grid! -Grid2 Base Plate WxL(in) Base Plate Thickness (in) Anchor Rod Qty/Diam (in.) Column Base El v. Exterior Column 0/0/0 5_1 9x29 0.375 4-1.000 100-0 Exterior Column 52/10/0 21x29 0625 8 1 500 100-0 Load Type Desc. Hx I Vy Hx I Hz Ijy D Frm 0.7 3.8 -0.7 - 3.6 - - - FD Frm - 3.2 - - 5.4 - - - CG Frm 1.1 3.3 -1.1 - 5.9 - - - L> Frm 2.0 7.2 -2.0 - 6.3 - - Fi-m 2.0' 7.2 -2.0 - 6.3 - - ASL" Frm - - - - - - - - AASL Frm - - - - - - - - WI> Frm -5.7 -8.4 -4.0 - -2.2 - <Wi Frm 2.5 -6.0 8.1 - -11.3 - - - W2> Frm -6.7 -6.0 -5.9 - 2.1 - <W2 Frm 1.5 -3.7 6.2 - -7.0 - - - CU Frm - - - - - - - - FL Frm - 9.3 - - 17.5 - - - L Frm 2.0 7.2 -2.0 - 6.3 - - - Frm -5.8 -4.6 -6.1 - 4.7 - - - EG-1- Frm 0.5 1.9 -0.5 - 2.1 - - - <E Frm 5.8 4:6 6.1 - - -4.7 -' - - EG- Frm-0.5 -1.9 0.5 - -2.1 - - - WPAI Brc -0.4 -8.2 -0.1 -0.9 -9.2 - - - WPDI Brc 3.5 -2.5 7.2 - -8.1 - - - WPA2 Brc -1.4 -5.8 -2.0 -0.3 -4.2 - - - WPD2 Brc 2.5 -0.1 5.3 - -3.5 - - - WPBI Brc -0.8 -10.1 0.3 -0.9 -11.5 - WPCI Brc 3.3 -3.3 7.4 - -9.1 - - - WPB2 Brc -1.8 -7.7 -1.6 -0.3 -6.5 - - - WPC2 Brc 2.3 -0.9 5.5 - 4.5 - - - EB> Brc 1.0 1.0 -1.0 -43.8 -39.9 - - <EB Brc -0.9 -0.9 09 0.1 396 - - - File: 45 10-09-Magellan.FBO " Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2009 e Time: 7:57:30 AM Page: 53 of 148 Frame Reactions - Factored Load Cases at Frame Cross Section: 5 Nnt All rpt-tinns hicp1 nn nd nrder tructura] analysis usine the Direct Analysis Method X-Loc 0/0/0 - 52/10/0 Grid I - Grid2 5-1 5-A Description Hx Vy Hx Hz Cs (application factor not shown) (k) (k) _L JSL.. _UL D+FD+CG+L> 3.8 17.5 -3.8 - 21.2 - - - r Ld 2 D+FD+CG+<L 3.8 17.5 -3.8 - 21.2 - - -, 3 D+FD+CG+ASLA 1.8 10.3 -1.8 - 14.9 - - - 4 D+FD+CG+'ASL 1.8 10.3 -1.8 - 14.9 - - - 8 D+FD+CG+WI> -3.9 1.9 -5.8 - 12.6 - - - 9 D+FD+CG+<WI 4.3 4.3 6.3 - 3.5 - - - 10 D+FD+CG+W2> -4.9 4.3 -7.8 - 17.0 - - - 11 D+FD+CG+<W2 3.3 6.6 4.4 - 7.9 - - - 12 D+FD+CU+WI> -5.3 -4.1 -4.4 - 3.1 - - - 13 D+FD+CU+<WI 2.9 -1.8 7.7 - -6.0 - - - 14 D+FD+CU+W2> -6.3 -1.8 -6.3 - 7.5 - - - 15 D+FD+CU+<W2 1.9 0.6 5.8 - -1.6 - - - 16 D+FD+CG+FL 1.8 19.6 -1.8 - 32.3 - - - 17 D+FD+CG 1.8 10.3 -1.8 - 14.9 - 18 D+FD+CG+L+WI> -1.0 9.4 -6.3 - 17.9 - - - 19 D+FD+CG+L+<W1 5.2 11.1 2.8 - 11.1 - 20 D+FD+CG+L+W2> -1.7 11.2 -7.8 - 21.2 - 21 D+FD+CG+L+<W2 4.4 12.9 1.3 - 14.3 - - - 22 D+FD+CG+L>+FL 3.3 22.7 -3.3 - 32.7 - - - 23 D+FD+CG+<L+FL 3.3 22.7 -3.3 - 32.7 - - - 24 D+FD+CG+ASL+FL 1.8 17.3 -1.8 - 28.0 - - - 25 D+FD+CG+AASL+FL . 1.8 17.3 -1.8 - 28.0 - - - 26 D+FD+CG+L+WI>+FL -1.0 16.4 -6.3 - 31.0 - - - 27 D+FD+CG-'-L+<WI+FL 5.2 18.1 2.8 - 24.2 - - 28 D+FD+CG+L+W2>+FL -1.7 18.2 -7.8 - 34.3 - -, - 29 D+FD+CG+L+<W2+FL 4.4 19.9 1.3 - 27.5 - - - 30 D+FD+CG+FL 1.8 17.3 -1.8 - 28.0 - - - 31 D+FD+CG+E>+EG+ -3.0 7.4 -7.8 - 20.6 - - - 32 D+FD+CG+<E+EG-l- 7.4 15.8 3.4 - 12.0 - - - 33 D + FD + CU + E> + EG- -5.2 -1.3 -5.6 - 8.3 - - - 34 D+FD+CU+<E+EG- 5.3 7.1 5.5 - -0.4 - - - 43 D+FD+CG+WPAI 1.4 2.1 -2.0 -0.9 5.6 - - - 44 D+FD+CU+WPAI 0.0 -4.0 -0.6 -0.9 -3.9 - - - 45 D+FD+CG+L+WPAI 3.0 9.5 -3.4 -0.6 12.7 - - - 46 D+FD+CG-4-L+WPAI+FL 3.0 16.5 -3.4 -0.6 25.8 - - - 47 D+FD+CG+WPDI 5.3 7.8 5.4 - 6.8 - - - 48 D+FD+CU+WPDI 3.9 1.8 6.8 - -2.7 - - - 49 D+FD+CG+L+WPDI 5.9 13.8 2.1 - 13.6 - - - 50 D+FD+CG-fL+WPDI+FL 5.9 20.8 2.1 - 26.7 - - - 51 D+FD+CG+WPA2 0.4 4.5 -3.9 -0.3 10.6 - - - 52 D+FD+CU+WPA2 -1.0 -1.6 -2.5 -0.3 1.2 - - - 53 D+FD+CG+L+WPA2 2.3 11.3 4.8 -0.2 16.4 - - - 54 D+FD+cG+L+WPA2+FL 2.3 18.3 -4.8 -0.2 29.5 - - - - 55 D+FD+CG+WPD2 4.3 10.3 3.5 - 11.4 - - - 56 D+FD+CU+WPD2 2.9 4.2 4.9 - 1.9 - - - 57 D+FD+CG+L+WPD2 5.2 15.6 0.7 - 17.0 - - - 58 D+FD+CG-1-L+WPD2+FL 5.2 22.6 0.7 - 30.1 59 D+FD+CG+WPBI 1.0 0.2 -1.6 -0.9 3.4 - - - 60 D+FD+CU+WPBI -0.4 -5.9 -0.1 -0.9 -6.1 61 D+FD+CG+L+WPB1 2.7 8.1 -3.1 -0.7 11.0 62 D+FD+CG+L+WPBI+FL 2.7 15.1 -3.1 -0.7 24.1 - - - 63 D+FD+CG+WPCI 5.1 7.0 5.6 - 5.8 - - - 64 D+FD+CU+WPC1 3.7 1.0 7.0 - -3.7 - - - 65 D+FD+CG+L+WPCI 5.8 13.2 2.2 - 12.8 - - - 66 D+FD+CG+L+WPCI+FL 5.8 20.2 2.2 - 25.9 - - - 67 D+FD+CG+WPB2 -0.0 2.6 -3.5 -0.3 8.4 - - - 68 D+FD+CU+WPB2 -1.4 -3.5 -2.1 -0.3 -1.1 - - - 69 D+FD+CG+L+WPB2 1.9 9.9 4.5 -0.2 14.7 - - - 70 D+FD+CG-FL+WPB2+FL 1.9 16.9 -4.5 -0.2 27.8 - - - 71 D+FD+CG+WPC2 4.1 9.5 3.7 - 10.4 - - - 72 . D + FD + CU + WPC2 2.7 3.4 5.1 - 0.9 - - - File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 54 of 148 73 D+FD+CG+L+WPC2 ' 5.0 15.0 0.8 - 16.2 - - - .74 D+FD+CG-I-L+WPC2+FL 5.0 22.0 0.8 - 29.3 75 D-'-FD+CG-I-E>-fEG++EB> 1.6 11.3 4.8 -39.9 -18.7 76 D+FD+CG+E>-I-EG++EB> -2.8 7.7 -81 -12.0 9.7 77 D+FD+CG+<E+EG+--EB> 4.7 13.8 -1.5 -39.9 -21.3 78 D+FD+CG+<E+EG-4-+EB> 7.7 16.1 3.1 12.0 1.1 79 D+FD+CU+E-4-EG-+EB> -0.6 ' 2.6 -2.7 -39.9 -31.1 80 D+FD+CU+E>+EG-+EB> -4.9 -1.0 -5.9 -12.0 -2.6 81 D+FD+CU+<E+EG-+EB> 2.6 5.1 0.7 -39.9 -33.7 82 D+FD+CU+<E+EG-+EB> 5.6 , . 74 5.2 -12.0 -11.3 87 ,D+FD+CG-1-E>+EG++<EB -0.2 9.5 . -31 0.1 53.6 88 D+FD+CG+E'+EG++<EB -3.3 7.1 -7.5 0.0 31.4 89 D+FD+CG+<E+EG++<EB 3.0 12.0 0.3 0.1 51.0 90 D+FD+CG+<E+EG-H-<EB 7.2 15.6' 3.6 0.0 22.8 '91 D+FD+CU+E>-1-EG-+<EB -2.3 0.8 ,. -1.0 0.1 41.3 -' - - 92 D+FD+CU+E>-I-EG-+<EB , -5.4 -1.6 -5.4 0.0 19.1 • 93 D+FD+CU+<E+EG-+<EB 0.8 3.4 2,4 0.1 38.7 - - - 94 f D+FD+cU+E+EG-+EB. 5.1 6.9 58 00 104 - - - Maximum Combined Reactions Summary with Factored Loads - Framing , ' V Note: All hA on )n,l nr,, structural anal isis ,,cino the fli'et Analysis Method X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) - Case V (k) (k) (k) (k) (k) (k) (in-k) (in-k), 0/0/0 5-J' 6.3 14 7.7 78 - - - - 5.9 60 22.7 22 - - - - 52/10/0 _5-A __8.1 _76 _7.7 • __13 1 _39.9 _75 0.1 . _87 1 33.7 . _.81 _53.6 _87 _- Date: 6/19/2009 a&- 09-1654 Calculations Package Time: 7:57:30 AM Page: 55 of 148 -I g --S m Shape: FBO Loads and Codes - Shape: FBO City: Carlsbad County: San Diego State: California Country: United States Building Code: 2007 California Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2006 International Building Code Cold Form: 04A151 - ASD Building Use: Standard Occupancy Structure Dead and Collateral Loads Live Load Collateral Gravit7y:5.00 psf Roof Covering + Second. Dead Load: 2.39 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic): 10.00 psf Wind Load Snow Load Seismic Load - Wind Speed: 90.00 mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss: 117.40 %g Wind Exposure (Factor): C (0.959) Design Snow (Sloped): 0.00 psf Mapped Spectral Response - Si :44.40 %g Parts Wind Exposure Factor: 0.959 Snow Exposure Category (Factor): I Fully Exposed Seismic Hazard / Use Group: Group I (1.00) Wind Enclosure: Enclosed Snow Importance: 1.000. .. Seismic Importance: 1.000 Wind Importance Factor: 1.000 Thermal Category (Factor): Heated (1.00) Seismic Performance / Design Category: D Topographic Factor 1.0000 Ground/ Roof Conversion: 1.00 Framing Seismic Period: 0.0000 % Snow Used in Seismic: 0.00 Bracing Seismic Period: 0.2352 NOT Windbome Debris Region Seismic Snow Load: 0.00 psf Framing R-Factor: 3.5000 Base Elevation: 0/0/0 Unobstructed, Slippery Roof Bracing R-Factor: 3.2500 Primary Zone Strip Width: N/A Soil Profile Type: Stiff soil (D, 4) Parts / Portions Zone Strip Width: N/A Diaphragm Condition: Flexible Basic Wind Pressure: 16.90 psf Frame Redundancy Factor: 1. 3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1792 x W - USR Brace Seismic Factor (Cs): 0.2481 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels - Purl ins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels FBO: Mezzanine 1 (B1 13/0/0 Floor Type Non-Composite Loading Type Office Top of Floor 13/0/0 Floor Dead Load 11.00 psf Total Thickness of Deck + Topping 0/1/2 Floor Live Load 50.00 psf Not Reducible Top of Joist 12/10/14 Collateral Load 9.00 psf Mm. Clearance from Floor to Joist 9/6/0 Partition Load: 20.00 psf Min. Clearance from Floor to Rafter 9/6/0 Floor Live Load Deflection 360 Mezzanine Category Entire Floor Floor Dead + Floor Live Deflection 240 Bracing Category Unbraced Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations - Bracing Origin Factor I Application Description System 1.000 l.OWPAI WPA1 2 System 1.000 1.0 WPDI VPD1 3 System 1.000 1.0 WPA2 VPA2 4 System 1.000 1.0WPD2 WPD2 5 System 1.000 1.0 WPB WPBI 6 System 1.000 1.0WPCI WPCi 7 System 1.000 1.0 WPB2 VPB2 8 - System 1.000 I.0WPC2 - VPC2 9 System 1.000 0.700 E'- 10 System 1.000 0.700 <E 1<13 File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 56 of 148. File: 4510-09-Magellan.FBO Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2009 am e Time: 7:57:30 AM Page: 57 of 148 Dn,,f A Mem. No. Bracing Shape Length Angle Design Axial (k) I Seismic Factor Stress Factor Stress Ratio I Governing Load Case Design Status Comment 1 R0.625 22.07 48.5 -0.69 1.0000 1.0000 0.096 0.700<E passed 2 R0.625 22.07 48.5 -1.07 1.0000 LOOOC 0.147 0.700E> passed 3 R0.625 24.93 53.6 -1.00 1.0000 1.0000 0.137 l.0WPB1 passed 4 R0.625 24.93 53.6 -1.59 1.0000 1.0000 0.219 1.OWPB1 passed 5 R0.625 17.51 57. - -2.11 1.0000 1.000 0.291 0.700<E passed 6 RO.625 18.41 57.6 -1.98 1.0000 1.0000 0.273 0.700E" passed Connection Design FAILED 7 R0.625 20.69 54.5 -2.23 1.0000 1.0000 0.308 0.700<E passed 8 R0.625 20.32 54.5 -2.10 1.0000 1.0000 0.289 0.700E' passed 9 RO.625 30.50 42. -0.22 1.0000 1.0000 0.030 1.0WPA1 passed 10 R0.625 30.50 42. -0.30 1.0000 1.0000 0.041 1.OWPD2 passed 11 R0.625 27.67 37.0 -3.43 . 1.0000 1.0000 0.472 0.700E> passed 12 R0.625 27.67 37.0 -3.34 1.0000 1.0000 0.460 0.700<E passed 13 R0.625 29.70 35.0 1.0000 1.0000 0.315 0.700<E passed 14 R0.625 29.70 35.0 -2 * 29 -2.1 1.0000 1.0000 0.302 0.700E' passed 15 R0.625 32.07 40.0 -0.1 1.0000 1.0000 0.022 1.0WPA1 passed 16 R0.625 32.07 40.0 -0.3' .1.0000 1.0000 0.042. 0.700E> passed 17 R0.625 29.5' 34. -3.18 1.0000 1.0000 0.439 0.700E> passed 18 RO.625 29.6 34.' -3.0 1.0000 1.0000 0.422 0.700<E passed Mem. End Diagonal Connection Design Information 1 Left Slot: web thk = 5/16 in., F = 0.69k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk= 1/4 in., F = 0.69k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - punching shear OK, tensile fracture of web OK >> passed 2 Left Slot web thk = 3/16 in., F = 1.07k, E factor = 1.000, stress increase = 1.000, slot offset= 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 5/16 in., F = 1.07k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - punching shear OK, tensile fracture of web OK >> passed 3 Left Slot: web thk = 3/16 in., F = 1.00k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 1.00k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed 4 Left Slot: web thk = 1/8 in., F = 1.59k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 1.59k, E factor = 1.000, stress increase = 1.000, slot offaet" 2 in., web/flange weld OK, web direct shear OK, web unching shear OK, tensile fracture of web OK >> passed 5 Left SQW 7.0x7.0x3/8 to web and stiffener, design angle = 57.6 deg, flange offset= 4in., F = 2.1k, E factor = 1.000, stress increase = 1.000, Me= 3.08 k-in, web/stiffener bending OK, web punching shear OK, flange/web weld OK. SQW to web weld 3/16 fillet one side, SQW to stiffener weld 3/16 fillet both sides => passed Right ['BC connection OK 6 Left SQW 5.0x5.0x3/8 to web and stiffener, design angle = 57.6 deg, flange offset = 4-1/2in., F = 2.0k, E factor = 1.000, stress increase = 1.000, Me '1.52 k-in, web/stiffener bending OK, web punching shear OK, flange/web weld OK, SQW to web weld 3/16 fillet one side, SQW to stiffener veld 3/16 fillet both sides => passed Right SQW 7.0x7.0x3/8 to web and FO, design angle = 57.6 deg, F = 2.0k, E factor = 1.000, stress increase = 1.000, SQW to web weld 3/16 fillet - both sides, SQW to FO weld 1/2 fillet both sides > FAILED => FAILED < 7 Left Slot: web thk = 1/8 in., F = 2.23k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk= 1/4 in., F = 2.23k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - punching shear OK, tensile fracture of web OK >> passed 8 Left TBC connection OK Right Slot: web thk = 5/16 in., F = 2.10k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - punching shear OK, tensile fracture of web OK >> passed 9 Left Slot: web thk = 5/16 in., F = 0.22k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web unching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 0.22k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange, weld OK, web direct shear OK, web - punching shear OK, tensile fracture of web OK >> passed - 10 Left Slot: web thk = 5/16 in., F = 0.30k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 0.30k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Pack Page: 58 of 148 age Time: 7:57:3OAM I a&- Ii Left Slot: web thk = 5/16 in., F = 3.43k, E factor 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web unching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 5/16 in., F = 3.43k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - ,unching shear OK, tensile fracture of web OK >> passed 12 Left Slot: web thk = 5/16 in., F = 3.34k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 3.34k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - punching shear OK, tensile fracture of web OK >> passed 13 Left Slot: web thk = 5/16 in., F = 2.29k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK,-web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot web thk = 1/4 in., F = 2.29k, E factor = 1.000, stress increase = 1.000, slot offset= 2 in., web/flange weld OK, web direct shear OK, web - punching shear OK, tensile fracture of web OK >> passed - 14 Left Slot web thk = 5/16 in., F = 2.19k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 5/16 in., F = 2.19k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - punching shear OK, tensile fracture of web OK >> passed - 15 Left Slot: web thk = 5/16 in., F = 0.16k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed - Right Slot: web thk = 5/16 in., F = 0.16k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - punching shear OK, tensile fracture of web OK >> passed 16 Left Slot: web thk = 5/16 in., F = 0.30k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 0.30k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - punching shear OK, tensile fracture of web OK >> passed 17 Left Slot: web thk = 5/16 in., F = 3.18k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 5/16 in., F = 3.18k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web shear OK, tensile fracture of web OK >> passed -punching 18 Left Slot: web thk = 5/16 in., F = 3.06k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in.,.web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk= 5/16 in., F = 3.06k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed fr.,f R.,,'.no Mmhr flpion S,.mmry Rnnf A jii. No - Bracing Shape Length (ft) Design Axial (k) I Seismic I Factor Stress Factor Stress I Ratio Governing Load Case Design Status Description 16 3P 8x 1/4x 1/4x 12 1 23.001 16.191 2.5000 1.00001 0.962 1 0.700E> I passed I Eave Strut, Collector Mem. End Strut Connection Design Information 16 Left rame Clip 0075P180031000 Not Designed, clip tensile rupture & block shear OK, clip buckling OK, Me= 129.87 k-in, web punching shear OK, clip to web weld 3/16 fillet one side, clip to flange weld 7/16 fillet both sides > passed Right rame Clip 0075P18003 1000 Not Designed, clip tensile rupture & block shear OK, clip buckling OK, Me= 128.31 k-in, web punching shear - OK, clip to web weld 3/16 fillet one side, clip to flange weld 7/16 fillet both sides > passed File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 59 of 148 fliaponal Eraeinp Member Desipn Summary: Sidewall 2 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status 1 L3.0x3.0x0.3125 25.93 29.5 -34.93 2.0000 1.0000 0.915 0.700<E passed 2 L3.0x3.0x0.3125 25.93 29.5 -35.09 2.0000 1.0000 0.920 0.700E" passed 3 2111. 125 24.87 29.9 -19.80 2.0000 1.0000 0.817 0.700<E passed 4 2R 1.125 24.87 29.9 -20.04 2.0000 1.0000 0.827 0.700E> passed Mem. End Diagonal Connection Design Information 1 Left field weld per SED, Frame Clip 10.00x16.00x1 to web and plate, design angle = 29.5 deg, flange offset = 6in., F = 34.9k, E factor = 2.000, stress increase = 1.000, Me = 5.29 k-in, web/plate bending OK, web punching shear OK, frame clip to web weld 3/16 fillet both sides, frame clip to plate weld 7/16 fillet both sides => passed -Right not designed 2 Left not designed Right field weld per SED, Frame Clip 10.00x16.00x1 to web and plate, design angle = 29.5 deg, flange offset = 6in., F = 35.1k, E factor = 2.000, stress increase = 1.000, Me = 5.31 k-in, web/plate bending OK, web punching shear OK, frame clip to web weld 3/16 fillet both sides, frame - clip to plate weld-7/16 fillet both sides > passed - 3 Left not designed Right SP Haunch Clip, F = 19.8k, E factor = 2.000, stress increase = 1.000, design angle = 27.6 deg, For SP clip design see roof strut connection design 4 Left SP Haunch Clip, F = 20.0k, E factor = 2.000, stress increase = 1.000, design angle = 27.6 deg, For SP clip design see roof strut connection design -Ripht not designed Strut Bracinp Member Desirn Summary: Sidewall 2 Mem. No. Bracing Shape Length I (ft) I Design I Axial (k) I Seismic I Factor Stress I Factor Stress I Ratio Governing Load Case I Design Status Description 2 1 Connection 1 23.001 30.171 2.00001 1.00001 1.433 1 ObOE> IFAILED1 Braced Bay Strut Mem. End I Strut Connection Design Information 2 1 Left Right Imember design failed Imember design failed File: 4510-09-Magellan.FBO Version: 7. If Date: 6/19/2009 a&- 09-1654 Calculations Package Time: 7:57:30 AM Page: 600f148 Location Portal Frame to Main Frame Connection Design Information Left Portal Force = 3.68k, Seismic Factor = 2.50, Stress Increase = 1.00, MZE 5x6x318 WI (2) 3/4 A325SC, Flange weld = 3/16 fillet both sides, buckling OK, web yielding/crippling OK => passed Left Main Force = 3.68k, Seismic Factor = 2.50, Stress Increase = 1.00, Haunch Connection, MZE 7x14x3/8 w/ (2) 3/4 A325SC, Flange weld 3/16 fillet both sides, Web weld 3/16 fillet one side, buckling OK => passed Right Portal Force = 1.84k, Seismic Factor = 2.50, Stress Increase = 1.00, MZE 5x6x3/8 wl (2) 3/4 A325SC, Flange weld = 3/16 fillet both sides, buckling OK, web yielding/crippling OK => passed Right Main Force = 1.84k, Seismic Factor = 2.50, Stress Increase = 1.00, Haunch Connection, MZE 7x14x3/8 w/ (2) 3/4 A325SC, Flange weld 3/16 fillet both sides, Web weld 3/16 fillet one side, buckling OK => passed File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM - Page: 610f148 Frame Cross Section: J PORTAL FRAME ELEVATION ALONG J Dimension Key 1 8 2 1-01/2" - Frame Clearances Horiz. Clearance between members 1(CX0I3) and 4(CX014): 9-6" Vert. Clearance at member 1(CX013): 23-7 1/16" Vert. Clearance at member 4(CXOI4): 23-7 1/16" Finished Floor Elevation = 100-0" (Unless Noted Otherwise) Frame Location Design Parameters: - File: 4510-09-Magellan.FBO Version: 7. If' * Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 62of148 Location Avg. Bay Space Description Angle Group Trib. Override Design Status 0/0/0 0/0/0 IPortal Frame 0.0000 - Stress Check Design No. Load Combination Origin -Framing Factor I Application Description System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 L> D+FD+CO+L> 2 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 <L D + FD + CG + <L 3 System 1.000 1.0D+ 1.O FD, + 1.0CG+1.0WI> D+FD+CG+WI> 4 System 1.000 1.0D+ 1.0FD+ 1.0CG+1.0<WI )+FD+CG+<WI 5 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 W2> D + FD + CG + W2> 6 System 1.000 1.0D+ I.0FD+1.0CG+ 1.0<W2 D+FD+CO+<W2 7 System 1.000 0.600 D+0.600FD+ 0.600CU+ 1.0W!> D+ FD+ CU+WI> 8 System 1.000 0.600 D+0.600 FD+0.600CU+ 1.0<WI )+FD+CU+<WI 9 System 1.000 0.600D+ 0.600 FD + 0.600 CU + 1.0W2> D+FD+CU+W2> 10 System 1.000 0.600 D+ 0.600 FD+0.600CU+ 1.0 <W2 D+FD+CU+<W2 11 System 1.000 1.0D+1.0FD+1.0CG+1.0FL D+FD+CG+FL 12 System 1.000 l.OD+ 1.O FD, + 1.0 CG D+FD+CG 13 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750W1> )+FD+CG+L+WI> 14 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750<WI D+FD+CG+L+<W1 15 System 1.000 1.0D+1.0FD+ 1.0CG+0.750L+0.750W2> )+FD+CG+L+W2> 16 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750<W2 D+FD+CG+L+<W2 17 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L> + 0.750 FL D + FD + CG + L> + FL 18 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 <L + 0.750 FL ) + FD + CG + <L + FL 19 System 1.000 1.0 D + 1.0 FD+ 1.0 CO + 0.750 L+ 0.750 WI>+ 0.750 FL D+FD+CG+L+WI>+FL 20 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750<W1+0.750FL )+FD+CG+L+<W1+FL 21 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CG+L+W2)+FL 22 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CG-4-L+<W2+FL 23 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.750FL D+FD+CG+FL 24 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.910E'+0.700EG+ )+FD+CG+E>+EG+ 25 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG-4- D + FD + CG + <E + EG+ 26 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E+0.700EG- D+FD+CU+E>+EG- 27 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E+ 0.700 EG- )+ FD+ CU + <E+ EG- 28 Special 1.000 1.0D+ 1.0FD+ 1.0CG+1.750E>+0.700E&f D+FD+CO+E+EG+ 29 Special 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.750 <E + 0.700 EG+ D+FD+CO+<E+EG+ 30 Special 1.000 0.600 D+ 0.600 FD, +0.600 CU+ 1.750 E>+0.700EG- D+ FD+ CU+E>+EG- 31 Special 1.000 0.600D+ 0.600 FD+0.600 CU+ 1.750 <E+0.700 EG- D+FD+CU+<E+EG- 32 AISC - Special 1.000 1.0D+ 1.0 FD, +1.0CG+2.450E>+0.700E& D+FD+CG+E>+EG+ 33 AISC - Special 1.000 1.0D+ 1.0FD+ 1.0CG+2.450<E+0.700EG+ )+FD+CG+<E+EG+ 34 AISC - Special 1.000 0.600D+1.O FD, +0.600CU+2.450E>+0.700EG- )+FD+CU+E>+EG- 35 A.ISC- Special 1.000 0.600 D+ 1.O FD, +0.600 CU+2.450 <E+0.700EG- D + FD + CU + <E + EG- 36 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 WPAI . )+FD+CO+WPA1 37 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI D + FD + CU + WPAI 38 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+0.750 L+0.7SOWPAI D+FD+CO+L+WPAI 39 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CG+L+WPAI+FL 40 System Derived 1.000 1.0D+ 1.0 FD+ 1.0 CG+ 1.0WPD1 D+ FD+CG+WPDI 41 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI D + FD + CU + WPDI 42 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750WPDI )+FD+CO+L+WPDI 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL D+FD+CG-4-L+WPDI+FL 44 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPA2 D + FD + CO + WPA2 45 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 46 System Derived 1.000 1.0 D+ 1.0 FD+ 1.000+0.750 L+0.750WPA2 )+FD+CO+L+WPA2 47 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CG+L+\VPA2+FL 48 System Derived 1.000 1.0D+ 1.0 FD+ 1.0 CG+ 1.0 WPD2 D+ FD+CG+WPD2 49 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D+ FD + CU + WPD2 50 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.750WPD2 D+FD+CO+L+WPD2 51 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CG+L+WPD2+FL 52 System Derived 1.000 1.0 D+ 1.O FD, + l.00O+ 1.0 WPB 1 D+FD+CO+WPBI 53 System Derived 1.000 0.600 D+ 0.600 FD+ 0.600 CU + 1.0 WPB D+ FD+ CU + WPB1 54 System Derived 1.000 l.OD+ 1.0FD+ 1.000+0.750 L+0.750 WPB D+FD+CO+L+WPB1 55 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB I + 0.750 FL )+FD+CG+L+WPB 1+FL 56 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPC ) + FD + CO + WPCI 57 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC1 D + FD + CU + WPCI 58 System Derived 1.000 1.OD+ 1.0FD+ 1.0 CO+0.750 L+ 0.750 WPCI D+FD+CO+L+WPC1 59 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC + 0.750 FL D+FD+CG+L+WPC1+FL 60 System Derived 1.000 1.0D+ 1.O FD, + 1.000+ 1.0WPB2 )+FD+CO+WPB2 61 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 ) + FD + CU + WPB2 File: 4510-09-Magellan•FBO . Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2009 &- e Time: 7:57:30 AM Page: 63 of 148 62 System Derived 1.000 1.0 D+ 1.0FD+ 1.0CG+0.750 L+0.750WPB2 D+FD+CG+ L+WPB2 63 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 + 0.750 FL D+FD+CG+L+WPB2+FL 64 System Derived 1.000 1.0D+ 1.0FD+1.0CG+ 1.0WPC2 D+FD+CG+WPC2 65 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 D + FD + CU + WPC2 66 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750WPC2 )+FD+CG+L+WPC2 67 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 + 0.750 FL D+FD+CG-fL+WPC2+FL 68 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D+FD+CG-4E>+EG++EB> 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> )+FD+CG+E>+EG-H-EB> 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG-4- + 0.910 EB> )+FD+CG+<E+EG-H-EB> 71 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D+FD+CG+<E+EG±+EB> 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D+FD+CU+E>+EG-+EB> 73 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.9 10 E' + 0.700 EG- + 0.273 EB> )+FD+CU+E>-l-EG-+EB> 74 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> )+FD+CU+<E+EG-+EB> 75 System Derived .1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> )+FD+CU+<E+EG-+EB> 76 Special 1.000 1.OD+1.O FD, + 1.00G+1.750 EB> +0.700EG+ )+FD+CG+EB>+EG+ 77 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- D + FD + CU + EB> + EG- 78 AISC - Special 1.000 1.0D+ 1.O I'D + 1.00G+2.450 EB> +0.700EG+ D+FD+CG+EB>+EG+ 79 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- D + FD + CU + EB> + EG- 80 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB )+FD+CG+E>-FEG++<EB 81 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D+FD+CG+E>±EG++<EB 82 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+0273 <E+0.700EG++0.910<EB . . D+FD+CG+<E+EG-H-<EB 83 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB D+FD+CG+<E+EG++<EB 84 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB D+FD+CU+E>+EG-+<EB 85 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D+FD+CU+E>+EG-+<EB 86 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D+FD+CU+<E+EG-+<EB 87 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D+FD+CU+<E+EG-+<EB 88 Special 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.750 <EB + 0.700 EG-I- D + FD + CG + <EB + EG+ 89 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- D + FD + CU + <EB + EG- 90 AISC- Special 1.000 1.0D+ 1.0FD+ 1.0CG+2.450 <EB +0.700EG+ )+FD+CG+<EB+EG+ 91 AISC - Special 1 1.000 10.600D+ l.OFD+0.600CU+2.450 <EB +0.700EG- )+FD+CU+<EB+EG- Frame Member Sizes - - Mern. Fig Width Fig Thk Web Thk Depth! Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (fi) (p) (ksi) (ksi) Jt.1 Jt.2 1 9.00 0.5000 0.3125 28.00 28.00 26.27 1673.6 55.00 55.00 BP KN 3P 2 6.00 0.3750 0.3125 28.00 28.00 7.08 288.9 55.00 55.00 KN SS 3P 3 6.00 0.3750 0.3125 28.00 28.00 7.08 288.9 55.00 55.00 SS KN 3P 4 9.00 0.5000 0.3125 28.00 28.00 26.27 1677.7 55.00 55.00 BP KN 3P Total Frame Weight = 3929.0 (p) (Includes all plates) Frame Pricing Weight = 4099.8 (p) (Includes all pieces) Boundary Condition Summary I Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) I Displacement Y(in.) Displacement ZZ(rad.) 1 4 0/0/0 15/6/0 0/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Base Plate Summary X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to I Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 J-9 1 0.500 10 29 4 1.250 A36 OS-0.1875 OS-0.1875 15/6/0 1 J-10 4 0.500 11 29 6 1.500 A36 OS-0.2500 OS-0.2500 Web Stiffener Summary Mem. Stiff. Desc. - Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description 1 1 S3 23.89 27.000 N/A N/A N/A 0.3750 4.000 Both F-FP,W-OS-0.1875 4 1 S3 23.89 27.000 N/A N/A N/A 0.3750 4.000 Both F-FP,W-OS-0.1875 File: 4510-09-Magellan.FBO Version: 7. If Date: 6/19/2009 09-1654 Calculations Packag Page: 64 of 148 a&- e Time: 7:57:30 AM D II ATC(' flI 14 - 1, = - End-Plate Dimensions - Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lstl2nd Configuration Pitches lstl2nd ID Desc. (in.) ID Desc. (in.) No. No. JL JL (in.) (in.) 1 2 KN(Face) 1.000 9.00 36.25 1.125 A325X1PT 4.00 32 Extended 4.75/3.00 31 Extended 4.75/3.00 2 1 KN(Face) 1.000 8.00 36.25 1.125 A325XIPT 4.00 32 Extended 4.75/3.00 31 Extended 4.75/3.00 3 2 KN(Face) 1.000 8.00 36.25 1.125 A325XIPT 4.00 31 Extended 4.75 32 Extended 4.75/3.00 4 2 KN(Face) 1 1.000 9.00 36.25 1.125 A325XJPT 4.00 1 31 Extended 4.75 132 Extended 4.75/3.00 - Required Strength - Out Available Strength - Out Required Strength - In Available Strength - In - Mem. it. IA Axial Shear Moment Design Shear Moment IA Axial Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1 2 91 -1.8 91.7 5208.0 Thick plate 477.1 6318.5 79 -11. 76.8 4459.1 Thick plate 357.8 4284. 2 1 91 -1.8 91.7 5208.0 Thick plate 477.1 6318.5 79 -11. 76.8 4459.1 Thick plate 357.8 4284. 3 2 79 -11.6 77.0 4308.2 Thick plate 357.8 4288.3 91 -1.8 91.4 5229.1 Thick plate 477.1 6340.4 4 2 79 -11.6 77.0 4308.7 Thick plate 357.8 4288.3 91 -1.8 91.4 5229.1 Thick plate 477.1 6340.4 .-.-s- Member -I From Member Joint I From Side Point I Part Design Note 0 0 25/10/3 25/10/3 SF84106 SFB4I06 - - Controlling Cases Require r1 Strength - Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr I Mrx Miy Pc VC Mcx Mcy + Shear No ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 23.93 28.00 82 82 -36.1 -10.2 -2301.1 0.0 111.1 92. 2886.4 677.6 0.96 0.11 2 1.17 28.00 82 82 -0.3 34.6 -1957.3 0.0 305.5 90.7 3952.0 244.7 0.50 0.38 3 4.75 28.00 82 82 -0.3 34.4 1962.2 0.0 305.5 90: 3952.0 244 0.50 0.38 4 23.93 28.00 68 86 -30.6 -10.0 -1969.9 0.01 111.1 92.41 2835.5 677.6 0.76 0.11 Mem. Loc. Lx Ly/Lt Lb Ag Afn lxx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. I in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 23.93 287.20 287.2 287.2 17.44 17.44 2214.33 60.82 158.17 13.52 180.70 20.91 1.03 11498.53 1.461 1.00 1.14 1.00 0.96 2 1.17 114.00 28.0 28.0 13.02 13.02 1385.53 13.57 98.97 4.52 120.17 7.42 0.49 2588.82 1.001 1.00 1.21 1.00 0.71 3 4.75 114.00 114.0 114.0 13.02 13.02 1385.53 13.57 98.97 4.52 120.17 7.42 0.49 2588.82 2.21 1.00 1.21 1.00 0.71 4 23.93 287.20 287.2 287.2 17.44 17.44 2214.33 60.82 158.1 13.52 180.70 20.91 1.03 11498.53 1.441 1.00 1.14 1.00 0.96 Side Units Type Description Magl Locl Offset HorV Supp Dir. Coef. Loc. 1 k EB> MEZZ BRACING 5.00 13/0/0 NA NA N RIGHT 1.000 OF I k <EB MEZZ BRACING -5.00 13/0/0 NA NA N LEFT 1.000 OF 1 k FL MEZZFL -5.00 13/0/0 NA NA N DOWN 1.000 IF 1 k FD MEZZ FD -1.00 13/0/0 NA NA N DOWN 1.000 IF 4 k EB> MEZZ BRACING 5.00 13/0/0 NA NA N RIGHT 1.000 OF 4 k <EB 4EZZ BRACING -5.00 13/0/0 NA Ni N LEFT 1.000 OF 4 k FL MEZZFL - -5.00 13/0/0 NA NA N DOWN 1.000 IF 4 k FD MEZZ FD -1.00 13/0/0 NA NA N DOWN 1.000 IF 3 k EB> VAEZZ 4.00 0/8/0 NA NA N RIGHT 1.000 OF 3 1 k <EB IMEZZ -4.00 14/10/0 NA NA N LEFT 1 1.000, OF File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 - . 09-1654 Calculations Package Time: 7:57:30 AM Page: 65 of 148 Origin Factor Def H Def V Application Description 1 User 1.000 150 0 1.0 E> + 1.0 EG- E> + EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- - :E + EG- rNo. 3 User 1.000 150 0 1.0 EB> 4 User 1.000 150 0 1.0<EB . EB 5 System 1.000 0 180 1.0L L 6 System 1.000 0 180 0.700 WI> Wi> 7 System 1.000 0 .180 0.700 <WI . <Wi 8 System 1.000 0 180 0.700W2> W2> 9 System 1.000 0 180 0.700<W2 <W2 10 System Derived 1.000 0 180 0.700WPAI WPA1 11 System Derived 1.000 0 180 0.700WPDI WPD1 12 System Derived 1.000 0 180 0.700WPA2 WPA2 13 System Derived 1.000 0 180 .700 WPD2 A'PD2 14 System Derived 1.000 0 180 .700 WPB NPBI 15 System Derived 1.000 0 180 .700 WPC 1 VPC1 16 System Derived 1.000 0 180 .700WPB2 WPB2 17 System Derived 1.000 0 180 ).700 WPC2 WPC2 18 System 1.000 60 '0 0.700 WI> WI> 19 System 1.000 60 0 0.700 <Wi <Wi 20 System 1.000 60 0 0.700 W2> W2> 21 System 1.000 60 0 0.700 <W2 <W2 22 System Derived 1.000 60 0 0.70OWPAI VPAI 23 System Derived 1.000 60 0 0.700WPDI VPDI 24 System Derived 1.000 60 0 0.700WPA2 VPA2 25 System Derived 1.000 60 0 0.700WPD2 VPD2 26 System Derived 1.000 60 0 L700WPB1 WPBI 27 System Derived 1.000 60 0 L700 WPC I WPCI 28 System Derived 1.000 60 0 700 WPB2 VPB2 29 System Derived 1.000 60 0 .700 WPC2 WPC2 _..II:., V...... 0,,:,... c.. r'...... C....i;,... I I Description Ratio Deflection (in.) IMemberl Joint I Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 (H1157) (L/99999) -1.910 0.000 4 4 2 2 4 17 <EB WPC2 * Negative horizontal deflection is left * Negative vertical deflection is down - Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. - File: 4510-09-Magellan.FBO Version: 7. If Date: 6/19/2009 wm- 09-1654 Calculations Package Time: 7:57:30 AM Page: 66 of 148 Location Portal Frame to Main Frame Connection Design Information Left Portal Force = 1.94k, Seismic Factor = 2.50, Stress Increase = 1.00, MZE 5x6x3/8 w/ (2) 3/4 A325SC, Flange weld = 3/16 fillet both sides, buckling OK, web yielding/crippling OK => passed Left Main Force = 1.94k, Seismic Factor = 2.50, Stress Increase = 1.00, Haunch Connection, MZE 7x14x3/8 w/ (2) 3/4 A3255C, Flange weld 3/16 fillet both sides, Web weld 3/16 fillet one side, buckling OK > passed Right Portal Force = 1.97k, Seismic Factor = 2.50, Stress Increase = 1.00, MZE 5x6x3/8 w/ (2) 3/4 A3255C, Flange weld = 3/16 fillet both sides, buckling OK, web yielding/crippling OK => passed Right Main Force = 1.97k, Seismic Factor = 2.50, Stress Increase = 1.00, Haunch Connection, MZE 7x14x3/8 w/ (2) 3/4 A3255C, Flange weld 3/16 fillet both sides, Web weld 3/16 fillet one side, buckling OK => passed File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1454 Calculations Package Time: 7:57:30 AM aim Page: 67 of 148 Frame Cross Section: J V. PORTAL FRAME ELEVATION ALONG J Dimension Key 1 8" 2 1-0 1/2' Frame Clearances V Horiz. Clearance between members 1(CXO1S) and 4(CX016): 19'-0 Vert. Clearance at member l(CXOI5): 23-7 1/16 Vert. Clearance at member 4(CXOI6): 23-10 11/16' Finished Floor Elevation = 100-0" (Unless Noted Otherwise) File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 68 of 148 I System 1.000 1.0D+1.0FD+1.0CG+1.0L> D+FD+CG+L> 2 System 1.000 I.0D+I.0FD+1.0CG+1.0<L . +FD+CG+<L 3 System 1.000 1.0D+ 1.0FD+ 1.0 CG+1.0 WI> +FD+CG+WI> 4 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <WI D + FD + CG + <WI 5 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 W2> D + FD + CG + W2> 6 System 1.000 1.0D+1.0FD+I.0CG+I.0<W2 +FD+CG+<W2 7 System 1.000 0.600D+0.600FD+0.600CU+ 1.0W1> +FD+ CU+WI> 8 System 1.000 0.600 D + 0.600 FD + 0.600 CU + l.0 <W1 +FD+CU+<WI 9 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 W2> + FD+CU+W2> 10 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 <W2 + FD + CU + <W2 11 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 FL + FD + CG + FL 12 System 1.000 1.0 D + 1.0 FD + 1.0 CG + FD + CG 13 System 1.000 1.0 D+ 1.0FD+ 1.0 CG+0.750L+0.750W1> +FD+CG+L+WI> 14 System 1.000 1.0D+I.0FD+1.0CG+0.750L+0.750<WI +FD+CG+L+<W1 15 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750W2> D+FD+CG+L+W2> 16 System 1.000 I.OD+ I.OFD+ 1.0CG+0.7.50L+0.750<W2 +FD+CO+L+<W2 17 System 1.000 1.0D+ 1.0FD+1.0CG+0.750L>+0.750FL +FD+CG+L>+FL 18 System 1.000 1.0 D+ 1.0 FD+ 1.0CG+0.750 <L+ 0.750 FL D + FD+ CG+<L+Fl, 19 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 Wl> + 0.750 FL D+FD+CG±L+WI>+FL 20 System 1.000 I.OD+ 1.0FD+ 1.0CG+0.750L+0.750<W1+0.750FL D+FD+CG-FL+<WI+FL 21 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CG+L+W2>+FL 22 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CG+L+<W2+FL 23 System 1.000 1.0D+I.0FD+1.000+0.750FL +FD+CG+FL 24. System 1.000 1.0D+ 1.0FD+ 1.000+0.910E+0.700EG+ D+FD+CG+E+EG+ 25 System 1.000 1.0 D+ 1.0 FD+ 1.000+0.910 <E+0.700 EG+ +FD+CG+<E+EG+ 26 System 1.000 0.600 D+ 0.600 FD+ 0.600 CU + 0.910 E>+ 0.700 EG- + FD + CU + E> +EO- 27 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E+0.700 EG- D + FD+ CU + <E+ EG- 28 Special 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.750 E + 0.700 EG+ + FD + CG + E> + EG+ 29 Special 1.000 l.OD+ 1.0FD+ 1.0CG+1.750<E+0.700EG+ +FD+CG+<E+EG-l- 30 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EG- + FD + CU + E + EG- 31 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EG- D + FD + CU + <E + EG- 32 AISC - Special 1.000 1.0D+ 1.0FD+ 1.000+2.450E+0.700EG-1- +FD+CG+E+EG+ 33 AISC - Special 1.000 1.0D+I.0FD+ 1.0CG+2.450<E+0.700EG+ D +FD+CG+<E+EG-f 34 AISC- Special 1.000 0.600 D+ 1.0 FD+0.600 CU+2.450E>+0.700 EG- D+FD+CU+E>+EG- 35 AISC- Special 1.000 0.600D+ 1.0 FD + 0.600 CU + 2.450 <E + 0.700 EG- +FD+ CU+<E+EG- 36 System Derived 1.000 1.0D+ 1.0 FD+ I.00G+ 1.0WPAI +FD+CG+WPAI 37 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + l.OWPAI . +FD+CU+WPAI 38 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750WPAI +FD+CG+L+WPA1 39 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI + 0.750 FL FD+CG-I-L+WPAI+FL 40 System Derived 1.000 1.0D+ 1.0 FD+ 1.0 CG+ I.OWPDI D +FD+ CG+WPDI 41 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD1 + FD + CU + WPDI 42 System Derived 1.000 1.0D+ l.OFD+ 1.0CG+0.750 L+0.7SOWPD1 +FD+CG+L+WPD1 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL FD+CG+L+WPDI+FL 44 System Derived 1.000 1.0D+ 1.0 FD+ 1.000+ 1.0 WPA2 +FD+CG+WPA2 45 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 46 System Derived 1.000 1.OD+1.OFD+1.00O+0.750L+0.750WPA2 +FD+CG+L+WPA2 47 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL FD+C&$-L+WPA2+FL 48 System Derived 1.000 1.0 D+ 1.0 FD + 1.0 CO + 1.0 WPD2 D + FD + CO + WPD2 49 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 + FD + CU + WPD2 50 System Derived 1.000 1.0D+ 1.0FD+ I.00G+0.750L+0.750WPD2 D+FD+CO+L+WPD2 51 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL FD+CG-FL+WPD2+FL 52 System Derived 1.000 1.0D+1.0FD+ 1.000+ 1.0WPBI +FD+CO+WPBI 53 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB + FD+ CU +WPBI 54 System Derived 1.000 1.0D+ I.OFD+ 1.000+0.750L+0.750WPB1 +FD+CO+L+WPB1 55 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB 1 + 0.750 FL FD+CG+L+WPBI+FL 56 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPC D + FD + CO + WPCI 57 System Derived 1.000 0.600 D + 0.600 FD+ 0.600 CU + I.O WPC 1 + FD +CU + WPC1 58 System Derived 1.000 l.OD+ l.OFD+ 1.0 CO+0.750 L+ 0.750WPC1 FD+CO+L+WPCI 59 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPCI + 0.750 FL FD+CG-fL+WPC1+FL F 60 System Derived 1.000 l.OD+ 1.0FD+ I.00O+ I.OWPB2 FD+CG+WPB2 File: 45 10-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 &- 09-1654 Calculations Package Time: 7:57:30 AM Page: 69 of 148 61 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 D + FD + CU + WPB2 62 System Derived 1.000 1.0D+ 1.0FD+ 1.0 CG+0.750 L+0.750WPB2 D+FD+CG+ L+WPB2 63 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 + 0.750 FL D+FD+CG+L+WPB2+FL 64 System Derived 1.000 1.0D+ 1.0 FD+ 1.0CG+ 1.0 WPC2 D+FD+ CG+WPC2 65 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 ) + FD + CU + WPC2 66 System Derived 1.000 1.0D+ 1.0 FD+ 1.00O+0.750L+0.7SOWPC2 D+FD+CG+L+WPC2 67 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL D+FD+CG+L+WPC2+FL 68 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D+FD+CG-l-E>+EG++EB> 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E + 0.700 EG+ + 0.273 E13> )+FD+CG+E>+EG++EB> 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG-1 + 0.910 EB> )+FD+CG+<E+EG++EB> 71 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 EB> D+FD+CG±<E+EG++EB> 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E + 0.700 EG- + 0.910 EB> D+FD+CU+E>+EG-+EB> 73 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D+FD+CU+E>+EG-+EB> 74 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> D+FD+CU+<E+EO-+EB> 75 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> )+FD+CU+<E+EO-+EB> 76 Special 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.750 EB> + 0.700 EG-I- D + FD + CO + EB> + EG+ 77 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- D + FD + CU + EB> + EO- 78 AISC - Special 1.000 1.0D+ 1.OFD+1.00O+2.450 EB> +0.700EG+ D+FD+CG+EB>+EG+ 79 AISC- Special 1.000 0.600D+ 1.0FD+0.600 CU+2.4SO EB> +0.700 EG- D+FD+CU+EB>+EO- 80 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 <EB D+FD+CG-fE>-I-EG++<EB 81 System Derived 1.000 1.0 D+ 1.0 FD + 1.0 CO+ 0.910 E>+ 0.700 EG--+ 0.273 <EB . D+FD+CG+E+EG++<EB 82 System Derived 1.000 1.0D+ 1.0FD+ 1.000+0.273 <E + 0.700 EG+ + 0.910 <EB D+FD+CG±(E+EG++<EB 83 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 <EB D+FD+CG±<E+EG++<EB 84 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E' + 0.700 EG- + 0.910 <EB D+FD+CU+E>+EO-+<EB 85 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.9 10 E> + 0.700 EG- + 0.273 <EB )+FD+CU+E>+EO-+<EB 86 System Derived 1.000 0.600.D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D+FD+CU+<E+EG-+<EB 87 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB )+FD+CU+<E+EO-+<EB 88 Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.750 <E13 + 0.700 EG+ D + FD + CO + <EB + EG+ 89 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- ) + FD + CU + <EB + EO- 90 AISC - Special 1.000 1.0D+1.0FD+ 1.00O+2.450 <EB +0.700EG+ D+FD+CO+ <EB +EG+ 91 1 AISC - Speciai 1 1.000 ).600D+1.OFD+0.600CU+2.450 <EB +0.700EG- D+FD+CU+EB+EO- rame Member Sizes - - No. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt2 1 9.00 0.5000 0.3125 28.00 28.00 26.27 1654.7 55.00 55.00 BP KN 3P Mem. -Fig Width Fig Thk Web Thk Depth Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape 2 8.00 0.5000 0.3125 28.00 28.00 11.83 600.7 55.00 55.00 KN SS 3P 3 8.00 0.5000 0.3125 28.00 28.00 11.83 600.7 55.00 55.00 SS KN 3P 4 9.00 0.5000 0.3125 28.00 28.00 26.27 1662.4 55.00 55.00 BP KN 3P Total Frame Weight = 4518.5 (p) (Includes all plates) Frame Pricing Weight = 4704.2 (p) (Includes all pieces) Boundary Cn-litinn Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 4 0/0/0 25/0/0 0/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Race Plate Summary X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 J-3 1 0.375 10 29 4 1.250 1 A36 OS-0.1875 OS-0.1875 25/0/0 J-4 4 0.375 II 29 6 1.500 A36 OS-0.2500 09-0.2500 Web Stiffener Summary Mem. Stiff. - Desc. - Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description 1 1 S3 23.90 27.000 N/A N/A N/A 0.5000 4.000 Both F-FP,W-OS-0.2500 4 1 S3 23.90 27.000 N/A N/A N/A 0.5000 4.000 Both F-FP,W-OS-0.2500 File: 4510-09-Magellan.FBO Version: 7. If Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 70 of 148 - - End-Plate Dimensions Bolt Outside Flange Inside Flange 1em. No. it. No. Type Thick. _Q)_ Width () Length Diam. (in.) Spec/Joint (in.) Gages In/Out Configuration Pitches lst/2nd Configuration Pitches lstl2nd ID Desc. (in.) ID Desc. (in.) 1 2 3 2 1 2 __ KN(Face) KN(Face) KN(Face) 1.000 1.000 1.000 9.00 8.00 8.00 32.63 32.63 32.63 1.125 1.125 1.125 A325X/PT A325XJPT A325X/PT 4.00 4.00 4.00 12 12 32 Flush Flush Extended 3.00 3.00 4.75/3.00 32 32 12 Extended Extended Flush 4.75/3.00 4.75/3.00 3.00/3.00 4 2 KN(Face) 1.000 9.00 32.63 1.125 A325XIPT 4.00 32 Extended 4.75/3.00 12 Flush 3.00/3.00 Required Strength - Out Available Strength - Out Required Strength - In Available Strength - In - Mem. - It Ld Axial Shear Moment Design Shear Moment Ld Axial I Shear Moment Design Shear I Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1 2 90 -8.6 36.8 4092.8 Thick plate 357.8 4204. 79 -5.1 49.1 5655.7 Thick plate 477.1 6899.7 2 1 90 -8.6 36.8 4092.8 Thick plate 357.8 4204. 79 -5.1 49.1 5655.7 Thick plate 477.1 6899.7 3 2 79 -5.1 49.7 5603.9 Thick plate 477.1 6899. 90 -8.6 35.8 4181.2 Thick plate 357.8 4204. 4 2 79 -5.1, 49.7 5603.9 Thick plate 477.1 6899. 90 -8.6 35.8 4l81 Thick plate 357.8 4204.' r,aHcn, ncJu....na.y Member From Member Joint 1 From Side Point I Part Design Note 0 0 25/10/3 25/10/3 SFB4IO6 1 5FB4106 - . - ..................... rianhic MC3IO lynchhluth - Jnufl•fl& Control l'g Cases -.---..---.-.-- -....---- Require r1 Strength -•- -- - S Available Strength __________________ Strength Ratios - - Axial Axial Shear Mom-x Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr I Mrx Miy Vc Mcx Mcy +Shear No. ft ir Flexure k k in-k Flexure 1 in-k k in-k in-k 23.93 28.00 68 68 17. 11.6 2373.0 Mom-yEAAxial 0.6.6 92. 2929.8 677.6 0.83 0.13 2 1.1 28.00 68 68 -1.6 -19. 2253.5 0.3.2 92.4 5508. 549.8 0.41 0.21 3 9.50 28.00 68 68 -1.6 -20.: -2245.5 0.3.2 92. 5508.4 549.8 0.41 0.22 4 23.93 28.00 68 68 -21.8 11.8 -2434. 0.1.1 92.4 2745.91 677.6 0.98 0.13 Mem Loc. Lx Ly/Lt Lb Ag Afn lxx Iyy Sx I Sy Zx Zy J Cw Cb I Rpg Rpc Qs Qa No. I ft I in. in. I in. I in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 23.93 287.20 287.2 287.2 17.44 17.44 2214.33 60.82 158.17 13.52 180.70 20.91 1.03 11498.53 1.40 1.00 1.1 1.00 1.00 2 1.1 228.00 28.0 28.0 16.44 16.44 2025.2 42.74 144.66 10.68 166.95 16.66 0.95 8079.65 1.00 1.00 1.15 1.00 0.76 3 9.50 228.00 228.0 228.0 16.44 16.44 2025.2 42.74 144.66 10.68 166.95 16.66 0.95 8079.65 2.25 1.00 1.15 1.00 0.76 4 23.93 287.20 287.2 287.2 17.44 17.44 2214.33 60.82 158.1 .13.52 180.70 20.91 1.03 11498.53 1.39 1.00 1.1 1.00 0.96 Side Units Type Description Magi Locl Offset HorV Supp. Dir. Cod, Loc. 1 k EB> MEZZ BRACING 6.00 13/0/0 NA NA N RIGHT 1.000 OF I k <EB MEZZ BRACING -6.00 13/0/0 NA NA N LEFT 1.000 OF 1 k FL MEZZ FL 8.00 13/0/0 NA NA N RIGHT 1.000 IF I k FD MEZZ FD 2.00 13/0/0 NA NA N RIGHT 1.000 IF 4 k EB> MEZZ BRACING 6.00 13/0/0 NA NA N RIGHT 1.000 OF 4 k <EB MEZZ BRACING -6.00 13/0/0 N Ni N LEFT 1.000 OF 4 k FL NIEZZ FL 8.00 13/0/0 N/ NA N RIGHT 1.000 IF 4 k FD 4EZZFD - 2.00 13/0/0 NA NA N RIGHT 1.000 IF 3 k EB> MEZZ BRACING 4.00 0/8/0 N/ NA N RIGHT 1.000 OF 3 1 k <EB MEZZ BRACING 400 24/4/0 N/ NA N LEFT 1.000 OF File: 4510-09-Magellan.FBO Version: 7.1f No. Origin Factor Def H Def V Application Description User 1.000 150 0 1.0 E> + 1.0 EG E + EG 2 User 1.000 150 0 1.0<E+ i.OEG- <E+EG- 3 User 1.000 150 0 1.0 EB> EB> 4 User 1.000 150 0 1.0 <EB <EB 5 System 1.000 0 180 1.0 L L 6 System 1.000 0 180 .700W1> VI> 7 System 1.000 0 180 0.700 <Wi . . :W1 8 System 1.000 0 180 0.700 W2> V2> 9 System 1.000 0 180 0.700 <W2 W2 10 System Derived 1.000 0 180 0.700 WPA1 VPAI 11 System Derived 1.000 0 180 0.700WPDI WPDI 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 VPD2 14 System Derived 1.000 0 180 0.700 WPB WPBI IS System Derived 1.000 0 180 0.700WPC1 WPCI 16 System Derived 1.000 0 180 0.700 WPB2 WPB2 17 System Derived 1.000 0 180 0.700 WPC2 WPC2 18 System 1.000 60 0 0700Wl> J WI> 19 System 1.000 60 0 0.700 <WI <Wl. 20 System 1.000 60 0 0.700 W2> . . W2> 21 System 1.000 60 0 0.700 <W2 W2 22 System Derived 1.000 60 0 0 700 WPAI WPAI 23 System Derived -1.000 60 0 0. 700 WPDl VPD1 24 System Derived 1.000' 60 0 0.700 WPA2 WPA2 25 System Derived 1.000 60 01 0.700 WPD2 WPD2 26 System Derived 1.000 60 0,,' 0.700 WPB1 WPBI 27 System Derived 1.000 60 0 0700 WPC1 WPCI 28 System Derived. 1.000 60 0 0.700 WPB2 WPB2 29 System Derived 1.000 60 1 0 0.700 WPC2 IWPC2 Controlling Frame Deflection Ratios for Cross Section J * Negative horizontal deflection is left Negative vethcal deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms Therefore these deflections may be considerably overstated - - - - - S File 4510 09 Magellan FBO Version 7.1f Description Ratio Deflection (in.) Member Joint Load Case Load Cas e Description Max Horizontal Deflection Span 1 I (H/I63) (L/99999) 1.839 IMax Vertical Deflection for 0000 4 2 17 WPC2 I 2 3 EB> Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 72 of 148 Loads and Codes - Shape: FBO City: Carlsbad County: San Diego State: California Country: United States Building Code: 2007 California Building Code Built Up: 05A1SC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2006 International Building Code Cold Form: 04AISI - ASD Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity:5.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C(0.959) Parts Wind Exposure Factor: 0.959 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Parts / Portions Zone Strip Width: N/A Basic Wind Pressure: 16.90 psf Roof Covering + Second. Dead Load: 2.39 psf Frame Weight (assumed for seismic): 10.00 psf Snow Load Ground Snow Load: 0.00 psf Design Snow (Sloped): 0.00 psf Snow Exposure Category (Factor): I Fully Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground/ Roof Conversion: 1.00 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Live Load Live Load: 20.00 psf Reducible Seismic Load Mapped Spectral Response - Ss: 117.40 %g Mapped Spectral Response - S 1:44.40 %g Seismic Hazard I Use Group: Group I Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.0000 Bracing Seismic Period: 0.2352 Framing R-Factor: 3.5000 Bracing R-Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1792 x W - USR Brace Seismic Factor (Cs): 0.2481 x W Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design No. Load Combinations Origin Factor Application Description System 1.000 1.0D+ l.00G+ 1.0L )+CG+L 2 System 1.000 1.0D+1.0CG+1.0W1> )+CG+WI> 3 System 1.000 1.0D+1.0CG+1.0<W2 )+CG+<W2 4 System 1.000 0.600D+0.600CU+ 1.0WI> )+CU+WI> 5 System 1.000 0.600D+0.600CU+ 1.0<W2 )+CU+<W2 6 System 1.000 1.0D+ 1.0CG+0.750L+0.750W1> )+CG+L+WI> 7 System 1.000 1.0D+ 1.0CG+0.750L+0.750<W2 )+CG+L+<W2 8 System Derived 1.000 l.OD+ l.00G+ 1.0WPAI )+CG+WPAI 9 System Derived 1.000 0.600D+0.600CU+ l.OWPAI )+CU+WPA1 10 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L + 0.750 WPAI D+ CG + L +WPAI 11 System Derived 1.000 I.OD+ l.00G+ 1.0\VPDl )+CG+WPDI 12 System Derived 1.000 0.600D+0.600CU+ I.OWPDI )+CU+WPD1 13 System Derived 1.000 l.OD+ 1.0CG+0.750L+0.750WPD1 )+CG+L+WPDI 14 System Derived 1.000 l.OD+ 1.0 CG+ 1.0 WPA2 D+CG+WPA2 15 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 ) + CU + WPA2 16 System Derived 1.000 1.0D+ 1.0 CG + 0.750 L + 0.750 WPA2 )+CG+L+WPA2 17 System Derived 1.000 1.0D+ 1.0CG+ 1.0 WPD2 )+CG+WPD2 18 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 ) + CU + WPD2 19 System Derived 1.000 1.0D+ l.00G+0.750L+0.750WPD2 )+CG+L+WPD2 20 System Derived 1.000 1.0D+ l.00G+ 1.O WPB 1 )+CG+WPBI 21 System Derived 1.000 .600D+0.600CU+ l.O WPB I )+CU+WPBI 22 System Derived 1.000 I.OD+ 1.0 CG+0.750L+0.7SO WPB I )+CG+L+WPBI 23 System Derived 1.000 1.0D+ 1.0CG+ 1.O WPC I )+CG+WPCI 24 System Derived 1.000 .600 D + 0.600 CU + l.O WPC I )+CIJ+WPC1 25 System Derived 1.000 1.0D+ 1.0 CG+0.750 L+0.750WPC1 )+CG+ L+WPCI 26 System Derived 1.000 1.0D+ 1.0CG+ 1.0 WPB2 D+CG+WPB2 27 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 ) + CU + WPB2 28 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.7SOWPB2 )+CG+ L+WPB2 29 System Derived 1.000 l.OD+ 1.0CG+ 1.0 WPC2 )+CG+WPC2 30 System Derived 1.000 .600 D + 0.600 CU + 1.0 WPC2 ) + CU + WPC2 File: 4510-09-Magellan.FBO Version: 7.1 f • Date: 6/19/2009 - 09-1654 Calculations Package Time: 7:57:30 AM Page: 73 of 148. -31 SystemDerived 1.000 !.OD+ I.00G+0.750L+0.750WPC2 . ID+CG~L+\'C2 32 System Derived 1.000 1.0 D+ 1.0 CG+ 0.700 EB>+ 0.700 EG+ ID + CG+ EB>+ EG+ 33 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG- ID + CU + EB> EG- 34 System Derived 1.000 1.0D+1.0CG+0.700<EB+0.700E&f ID+CG+<EB+EG+ 35 System Derived 1.000 0.600 D + 0.600 CU + 0.700 <EB + 0.700 EG- ID + CU + <EB + EG- ,gn Load Combinations - Girt • No. Origin Factor Application I Description 1 System 1.000 1.0W!> . .• . I'> 2 System 1.000 1.0<W2 Deflection Load Combinations - Purlin • - No. Origin Factor Deflection Application . . I Description System 1.000 150 11.0 L IL Deflection Load Combinations - Girt . • No. Origin Factor Deflection . Application I Description • I System • 1.000 90 0.700 WI> • • 2 System . 1.000 90 0.700<W2 -. 11-W2 • • ••• • _____ •• • - File: 4510-09-Magellan.FBO - -. . . - Version: 7.1f • Des Len Description Design Detail Lap - Exterior . Interior . - Exterior - % % % % IA Lap % % % % IA % % % % IA Lap - Shr cw2cs Cs (in.) 1,1 20.05 8.500.I20FB Sim Yes 0 0.28 0:00 0.28 0.00 1 2,1 3.5( 8.50x0.059ZSim Yes 0 0.07 0.00 0.04 0.00 1 3,1 3.50 8.50x0.059ZSim Yes 0 0.06. 0.00 0.03 0.00 1 - 4,1 3.50,8.500.059 Z Sim Yes 0 006 000 003 000 I 51 1150 850xO059CSim Yes 0 009 000 000 000 1 6,1 2.50- 8.50x0.059ZSim Yes 0 - ' 0.02 0.00 0.01 0.00 1. 15.0018.500.073 Z Sim Yes 0 -102 10.27 10.68 10.00 1 1 Maximum Secondary Deflechons for Shane FBO on Side 7 - Design Id Segment Dèflection(in.) Ratio Location(ft) Load Case ' . Description, - 1 1 0.35 ... (1)696) 10.00 1 Wi>. . . 5 . I 0.00 (L/7084) - 5.50 I - WI> 7 ' I 0.36 (L/500) 8.00 . 1 . WI> 'N..- mum C.. ....,l..... TI fl...hn.. fn• 1'RA on Side 8 lvfldslhhlUlll JcLoIsuaIJ Design Id Segment - Deflection(in.) .Ratio Location(ft) Load Case ' Description 1 1 024 (L/991) 1000 11. WI> 5 2 022 r("87 1800 1 WI> 5 .. 3 008 (L/2637) 3750 I WI> 6 1 013 (L/938) 6.00.1 WI> 7 . I '038- (L/686) 950 1 Wl> - --7 ... .2 0.00 (L/6364) -- 24.50 . 1 ' ' -- WI -. ' Date: 6/19/2009 Time: 7:57:30 AM Page: 75 of 148 Des Len Description Design Detail Lap Exterior - - - Interior_ - - - - Exterior - - - % % % % IA Lap % % % % Ld % % % % Ld Lap 11 2005 8 50x0 120 FB Sim Yes 0 020 000 020 000 1 21 450 850x0059ZSim Yes 0 001 011 011 000 1 .3,1 '4.50 8.50x0.059 Z Sim Yes,. 0 - 0.01 10.09 0.09 0.00 1 41 450 850x0059ZSim Yes 0 001 009 009 000 1 51 700 850x0059CSim Yes 0 003 000 000 000 1 5,2 22.00 8.500.059 C Sim Yes 0 . 0.29 0.00 0.00 0.00 1 - 53 &50 850x0059CSim Yes 0 017 000 000 000 1 61 1150 850x0059ZSim Yes 0 057 028 063 000 1 71 2200 850x0059ZCon Yes 12 059 000 041 000 1 029 016 033 000 1 12 j 1650 8.500.059 Z Con Yes 1 12 029 014 10.33 10.00 1 12 046 026 10.53 000 1 1 1- - - - - - maximum Des Len .ecwIuary Ajcblrub U. Description Design Detail Lap Exterior Interior Exterior % % % % Ld I Lap % % % I % Ld % % % % Ld Lap Id (ft) Status (in) Bnd Shr Cmb Wcp Cs I (in) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in) 1,1 1,001 8.500.059 Z Sim Yes 0 0.01 0.00 1 000 1 0.00 I 1 2,1 1.001 8.50x0059ZSim Yes 0 0.00 0.00 000 000 1 - .-- -( .14 ' :• V% ,." - . 1? -. LJ ig- s i-i . I ,lV V 4R'-fl V 1 - i•V*V1 Dimension Key 1 P-0" 2 6 3 83/4 4 4'-5 7/16 5 8 5/16- 6 93/16 7 0 0 8 4'-6" Maximum Secondary Designs for Shane FBO on Side 12 - Des Len Description Design Detail Lap Exterior Interior Exterior % % % % IA Lap % % % % Ld % % % % Ld Lap i Ss cm c Cmb WcP c 11 2600 850x0059CSim Yes 0 039 000 000 000 1 12 1550 850x0059CSim Yes 0 015 000 000 000 1 21 2600 850xO059ZCon Yes 12 088 038 096 000 1 039 011 0.41.000 1 12 22 2000 850x0082ZCon Yes 12 039 014 041 000 1 12 096 020 070 000 1 31 2005 850x0120FBSim Yes 0 035 001 035 000 1 - 41 450 850x0059ZSim Yes 0 000 012 012 000 1 51 450 850x0059ZSim Yes 0 000 010 010 000 1 61 450 8500059ZSim YeS4 0 000 006 006 000 1 450 8.500.059 C Sim Yes 0 ----000 006 006 000 1 - - IV - Maximum Secondary Deflections for Shane FBO on Side 12 • .V V * - Date 6/19/2009 0-1654 Calculations Package. ' Time: 57:30AM V -V Page: 78 of 148 -- - ---------* -. - V*_* V ---*•&-- - VVVV 1 •,, 4. • - - .V•••yV r. /- V VV /V/ - Il - V V • 14-5" -. V ." SECONDARY ELEVATION AT 2 4 - - - V - Dimension Key 1 55/16' 2 4-1 13/16 V 3 47/8"- -- -4 141/4" , _5 2-11" V V 6 0-0" .•• V V V Maximum Secondary Design; for Shape FBO on Side 13 V Des - Len V VDflptjOfl V . ' Dsign Detail Lap Exterior - Interior V ExterioE - % % % % LdVLap % % % %V % %.'% Lap 1,1 - 20.05 8V500. 120 FB Sim -Yes 0 ' 0.27 0.00 027 0.00 1 V V V 2,1 2.92 8V50X0 .059 Z Sim Yes 0 V V V V 0.05 000 0.03 000 V 3,1 2.92 8.500.059 Z Sim Yes V 0 • V 004 0.00 002 000 1 V V 4,1, 2.92 8V50x0.059ZSim -Yes 0 V V V 0.04 0.00 002 000 1 5,1 11.50 8.50x0V059CSim" Yes 0 V - - '", 009 000 0.00 000 1 , V 6,1 V 1.92 8V50x0V059ZVSim Yes , 0 ' 0.01 0.00 001 0.00' 1 LL 1442 8V50x0V073ZSim Yes 0 - - 08 00 ® V00 I -V V - V V - - V • VV - V V V Maximum Secondary Deflections for Shane FBO on Side 13 Design Id - Deflection(in.) Ratio Location(ft) Load Case V V Description ' 1 1 033 - (L/722 ) V 10.00 V 1 WI> 5 -Segment 1 0.00 (L/7041) . 6.00 ,1 V V V wi> 7 1 029 (L/599) 6.50 • 1 '' ' V. Date: 6/19/2009 ,;7. 09-1654 Calculations Package Time: 7:57:30 AM aim Page: 79of148 -- -, ----.--- --- ---- '- Mrim,,m Seenndiu-v flesiunc for Shane FRO on Side A Des Len Description ' Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap i Status c p w c 1,1 15.75 8.50x0.059ZCon Yes 12 0.90 0.00 0.50 0.00 4 0.56 0.24 0.45 0.00 4 12 1,2 22.00 8.50x0.065ZCon Yes 36 0.56 0.20 0.43 0.00 4 18 0.23 0.14 1.02 0.00 32 0.67 0.21 0.49 0.00 4 18 1,3 23.00 8.500.082 Z Con Yes 36 0.67 0.25 0.51 0.00 4 12 0.81 0.55 0.98 0.00 7 0.09 0.06 0.43 0.00 32 12 1,4 19.50 8.50x0.082ZCon Yes 12 0.37 0.15 0.29 0.00 4 12 0.87 0.32 0.66 0.00 4 0.71 0.13 0.49 0.00 4 12 1,5 25.25 8.50x0.082ZCon Yes 48 0.65 0.25 0.69 0.00 7. 48 0.99 0.00 0.00 0.00 7 2,1 14.83 8.500.059 Z Sim Yes 0 0.52 0.00 0.00 0.00 4 3,1 15.75 8.50x0.059ZCon Yes 12 0.56 0.31 0.63 0.00 7 0.39 0.16 0.60 0.67 7 12 3,2 22.00 8.50x0.065ZCon Yes 36 0.39 0.27 0.60 0.67 7 24 0.88 0.50 1.01 0.00 7 0.63 0.31 0.88 0.92 7 24 3,3 23.00 8.50x0.082ZCon Yes 36 0.63 0.28 0.88 0.92 7 12 0.83 0.55 0.99 0.00 7 0.53 0.17 0.44 0.48 7 12 3,4 19.50 8.50x0.082ZCon Yes 12 0.41 0.11 0.44 0.48 7 12 0.97 0.18 0.72 0.00 7 0.58 0.10 0.52 0.49 7 12 3,5 25.25 8.50x0.082ZCon Yes 12 0.58 0.16 0.52 0.49 7 12 0.87 0.00 0.69 0.00 7 4,1 13.64 8.50x0.059ZSim Yes 0 0.55 0.00 0.00 0.00 4 5,1 12.45 8.500.059 Z Sim Yes 0 0.44 0.00 0.23 0.00 4 6,1 21.50 8.50x0.073ZCon Yes 12 0.59 0.16 0.35 0.00 7 0.55 0.10 0.31 0.00 7 12 6,2 22.00 8.50x0.065ZCon Yes 36 0.54 0.19 0.35 0.00 7 36 0.86 0.50 1.00 0.00 7 0.69 0.32 0.77 0.00 7 36 6,3 23.00 8.500.082 Z Con Yes 36 0.69 0.33 0.77 0.00 7 18 0.94 0.00 0.63 0.00 7 0.50 0.33 0.60 0.00 7 18 6,4 19.50 8.50x0.082ZCon Yes 12 0.50 0.28 0.57 0.00 7 12 0.81 0.52 0.96 0.00 7 0.45 0.13 0.47 0.00 7 12 6,5 31.00 8.50x0.092ZCon Yes 24 0.45 0.16 0.48 0.00 7 24 0.73 0.00 0.00 0.00 7 7,1 11.26 8.500.059 Z Sim Yes 0 0.00 0.18 0.00 0.40 7 8,1 21.50 8.500.082 Z Con Yes 12 0.57 0.14 0.81 0.87 7 0.55 0.09 0.41 0.43 7 12 8,2 22.00 8.50x0.065ZCon Yes 36 0.53 0.15 0.41 0.43 7 36 0.87 0.49 1.00 0.00 7 0.69 0.32 0.97 1.02 7 36 8,3 23.00 8.50x0.082Z Con Yes 36 0.69 0.33 0.97 1.02 7 18 0.97 0.00 0.65 0.00 7 0.50 0.33 0.80 0.92 7 18 8,4 19.50 8.50x0.082Z Con Yes 12 0.50 0.28 0.80 0.92 7 12 0.77 0.49 0.91 0.00 7 0.53 0.14 0.66 0.63 7 12 8,5 31.00 8.50x0.092 Z Con Yes 36 0.53 0.18 0.66 0.63 7 36 0.50 0.18 0.86 1.00 7 9,1 10.0 8.50x0.059ZSim Yes 0 0.00 0.16 0.00 0.36 7 File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 80 of 148 10,1 8.88 8.500.059 Z Sim Yes 0 0.00 0.14 0.00 0.31 7 11,1 7.70 8.50x0.059ZSim Yes 0 0.00 0.12 0.00 0.27 7 12,1 21.50 8.50x0.082ZCon Yes 12 0.77 0.14 0.42 0.00 7 0.52 0.09 0.29 0.00 7 12 12,2 22.00 8.500.065 Z Con Yes 36 0.50 0.15 0.31 0.00 7 36 0.89 0.50 1.01 0.00 7 0.70 0.32 0.78 0.00 7 36 12,3 23.00 8.50x0.082ZCon Yes 36 0.70 0.34 0.78 0.00 7 18 0.99 0.00 0.67 0.00 7 0.48 0.34 0.59 0.00 7 18 12,4 19.50 8.500.082 Z Con Yes 12 0.48 0.27 0.55 0.00 7 12 0.77 0.49 0.91 0.00 7 0.55 0.09 0.55 0.00 21 12 12,5 31.00 8.50x0.092ZCon Yes 36 0.53 0.18 0.56 0.00 7 36 0.78 0.00 0.00 0.00 7 13,1 7.42 8.50x0.059ZSim Yes 0 0.27 0.00 0.14 0.00 4 14,1 8.00 8.50x0.059ZSim Yes 0 0.19 0.15 0.63 0.84 7 15,1 10.83 8.500.059 Z Sim Yes 0 0.00 0.30 0.00 0.67 7 16,1 3.01 8.50x0.059ZSim Yes 0 0.00 0.05 0.00 0.11 7 17,1 13.83 8.50x0.059ZCon Yes 12 0.69 0.34 0.58 0.00 2 0.34 0.22 0.59 0.71 7 12 17,2 22.00 8.50x0.065ZCon Yes 36 0.34 0.24 0.59 0.71 7 12 0.81 0.44 0.93 0.00 7 0.66 0.19 0.86 0.85 7 12 17,3 23.00 8.500.082 Z Con Yes 36 0.66 0.28 0.86 0.85 7 36 0.92 0.00 0.73 0.00 7 0.69 0.21 0.69 0.72 7 36 17,4 19.50 8.50x0.082ZCon Yes 12 0.69 0.16 0.69 0.72 7 12 0.95 0.20 0.72 0.00 7 0.64 0.12 0.58 0.54 7 12 17,5 31.00 8.50x0.082ZCon Yes 18 0.64 0.16 0.58 0.54 7 18 0.96 0.00 0.76 0.00 7 18,1 1.89 8.50x0.059 Z Sim Yes 0 0.00 0.03 0.00 0.06 7 19,1 9.06 8.50x0.059 Z Sim Yes 0 0.91 0.00 0.47 0.00 4 20,1 22.00 8.50x0.073 Z Con Yes 12 0.89 0.39 0.97 0.00 7 0.64 0.19 0.82 0.78 7 12 20,2 23.00 8.50x0.082 Z Con Yes 36 0.64 0.23 0.82 0.78 7 24 0.90 0.38 0.98 0.00 7 0.46 0.22 0.67 0.72 7 24 20,3 19.50 8.50x0.082ZCon Yes 12 0.46 0.17 0.67 0.72 7 12 0.93 0.31 0.91 0.00 7 0.45 0.12 0.56 0.54 7 12 20,4 31.00 8.50x0.092 Z Con Yes 12 0.45 0.15 0.56 0.54 7 12 1.00 0.00 0.67 0.00 7 21,1 22.00 8.50x0.059ZCon Yes 18 0.84 0.47 0.96 0.00 7 0.59 0.26 0.82 0.85 7 18 21,2 23.00 8.50x0.082 Z Con Yes 36 0.59 0.30 0.82 0.85 7 18 0.78 0.55 0.95 0.00 7 0.39 0.27 0.63 0.73 7 18 21,3 19.50 8.50x0.082ZCon Yes 12 0.39 0.21 0.63 0.73 7 12 0.89 0.37 0.88 0.00 7 0.44 0.18 0.61 0.64 7 12 21,4 31.00 8.50x0.065 Z Con Yes 12 0.44 0.23 0.61 0.64 7 12 1.00 0.00 0.67 0.00 7 22,1 22.50 8.50x0.059 EZ Sim Yes 0 0.33 0.00 0.00 0.00 7 22,2 23.00 8.50x0.059 EZ Sim Yes 0 0.36 0.00 0.00 0.00 1 22,3 19.50 8.50x0.082 EZ Sim Yes 0 0.06 0.00 0.99 0.00 32 22,4 31.00 8.500.092 EZ Sim Yes 0 0.08 0.00 0.86 0.00 32 23,1 11.50 . 8.50x0.059 Z Sim Yes 0 0.47 0.00 0.24 0.00 4 24,1 11.00 8.50x0.059ZSim Yes 0 0.05 0.00 0.17 0.00 32 25,1 20.00 8.50x0.059 Z Sim Yes 0 1.02 0.00 0.69 0.00 7 26,1 11.00 8.50x0.059ZSim Yes 0 0.35 0.16 0.61 0.71 7 27,1 10.00 8.500.059 Z Sim Yes 0 0.40 0.00 0.00 0.00 4 28,1 5.00 8.50x0.059 C Sim Yes 0 0.27 0.04 0.06 0.00 4 29,1 4.77 8.50x0.059 C Sim Yes 0 0.25 0.04 0.06 0.00 4 t.. 1;'Rfl ,,, C.A.A Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 -0.10 (1/1773) 5.75 1 L 1 2 -0.37 (L/722) 26.25 1 L 1 3 -0.33 (L/831 ) 49.75 1 L 1 4 0.16 (L/1487) 74.75 1 L 1 5 -1.16 (IJ259) 94.25 1 L 2 1 -0.18 (L/999) 7.50 1 L 3 1 0.06 (L/2926) 11.75 1 L 3 2 -0.40 (L/660) 25.75 1 L 3 3 -0.48 (L/578) 50.75 1 L 3 4 0.26 (L/891) 72.25 1 L 3 5 -1.05 (L/287) 93.75 1 L 4 1 -0.15 (L11103) 7.00 1 L 5 1 -0.10 (L/1451) 6.00 1 L 6 1 0.10 (U1835) 14.50 1 L 6 2 -0.37 (L/719) 31.50 1 L 6 3 -0.49 (L/567) 55.50 1 L 6 4 0.08 (L/2895) 82.00 1 L 6 5 -0.69 (L/437) 99.00 1 L 7 1 -0.07 (L/1960) 5.50 1 L 8 1 0.09 (L/1976) 14.50 1 L 8 2 -0.36 (L/738) 31.50 1 L 8 3 -0.52 (L/527) 55.50 1 L 8 4 0.14 (L/1702) 81.00 1 L 8 5 -0.92 (L/327) 99.50 1 L 9 1 -0.04 (L/2738) 5.00 1 L 10 1 0.00 (L/3994) 4.50 1 L 11 1 0.00 (L16157) 4.00 1 L File: 4510-09-Magellan.FBO S Version: 7.1f - 4 .4 .4 ,, ,, - .:, ' ,, 4._a - •0 4 4 •4 ' 4.'.' ,.. - -. . . Date: 6/19/2009 MWAW 09-1654 Calculations Package -' Time 75730 AM 4 Page: 81 of 148 12 * 1 0.10 (L/1902) 13.50 1 L', ' 12 2 -0.35 (1)755) 31.50 1 • L 12 3 -0.52 ' (L/532)' 5550 1 L 12 4 0.14 (L/1708) 81.00 1 L - 12 5 -0.92 (L/327) 99.50 1 L 13' 1 0.00 . "(1)6883) 3.50 " 1 , . L - • 15 - 1 -0.09 (1)1385) 5.50 1 L . 17 1 -0.07 (L/2533) 4.50 , ' 1 - L , 17 , 2 -0.31 . (L/852) 23.83- "' 1 - L 17 . .3 -0.38 (L1736) 47.83 1 . L 17 4 0.16 (L/1485). 72.83 1' L 17, 5 -1.10 . (L/273) 91.83 . I ' L 19 . - 1 '-0.08 .4 (1)1279) 4.50 ' 1' - L a 20 1 -0.64 (1)411) 9.00 . 1 ' •,. L 20 2' - -0 .30 (1) 913) 35.00 • 20 . -3 ' '0.13 ". .(L/I813) . 60.00 j.-' ' .1 .. ' .. • 20 4 -0.99 ., W303) ' 78.00 21 1 . -0.49 (1,/535) 9.00 1 L 4 ' . 21 2 -0.27 (1)1 030) 35.00 . 1 ,' L . 21 3 0.11 - (1)2073) 60.00 . 1 L - 21 4 ' -0.87 (L/345) 78.00 -1 " . ' - L' ' ... . •, -. • 22, . I -0.39 (1)685) ' 11.50 ' 'I ' L. 22 . 2 ' :046 (1 )599) 34.00 ' ' . - . '. L ' '22 3 '-0:17 (L/1403)' 55.00 '1" , . - . L •' .',,.. ' , 4' (.' 22 4 1)864) . 77.00. .1 . L- . 23 1 . -0.07 (1)1844) 5.50 - . 1. ' .L 24 1 .. 0.00 . (14/4979) 5.50 : L . 25 1: -0.62 . (1)378) 10.50 •' 1 ' L 27 ' 1 '. -0.04' (1)2799) 5.00 1 L 4 . .. . , - 4 ' P.irlin Anchor Forces for Shape 'I?Rf).RflnfA. Panel Tv eisSSR. Pitt h -0.250:12 Bay , Thickness Force(k) Ld Case # Purlins Length Simple? . Diaphragm Width Allowable Deft . Actual Defi . 1" 0.059 . -18.35 . . 1 4' 12 21.50 N 52.84 , 0.717 - 0.223 2 ' . 0.065 -21.33 '-'.1 - '12 22.50 N 52.84 0.750 0.279 3 0.059 -0.97 ' '.1 . 0 11.50 Y , .52.84 0.383 ' 0.006 4 ,. 0.082 -25.48 1. 13 ' . 23.00 N. 52.84 0.767 0.359 5, ' 0.082 -20.72 1 . 12 20.00 N ' 52.84 0.667 ' 0.254. 6 0.092 ' -20.79 4' 1 ' 9 31.00 . N 52.84 .' 1.033 . 0.397 .9. 4,.., Frm-Line ' Force(k) Anch. Allow . Required Clips Actual Clips. Diaphragm Allow Diaphragm Shr Stress -0.89 0.99 . . . 2 ,. , 2 , . 0.018 , , 0.017 , . . 0.933 2 . 1.27 ' 2.27 . , ..2 .- 3 0.018 .,' 0.012 ' , . .- 0.667 3 ' -0.62 . '1.14 1:- . . 3. 0.018 ' . 0.006 . , ';. 0.327' - 4 4', -1.02 1.14 1 , 3, . 0.018 , . ' 0.010. 0.535 5 -1.06 ' 1.14 ' . 1 . 3 '' 0.018 0.010 0.558 4 .., .. .. 4 , 4 .4 9.4 - ' 1's' .' . 4 , '''•'•' .4.4* . , . .4 * 9.9.42.•, ,4,,,4 '4 ¼.. .4 4- - "2 4* 4 L'* .. 4.4 '4 ' 1' ' ' - " 4 - ..', '.- . 4 '• 4 4,.' ' 4 •. , "4 4 4' • '.4' '. ' 2'' '. ''.'. . "k ,.,. 4 . 2 - 4'.. , 4 ..... 4 4 4. ,. ,._ 7 .•4.4 , 4 ''4,. '4 - , .4.4 , ' '4* .4 '4 ,. '4 .4. 4 • 4'• ', 4 4 , ' t4P' ' ' 2 • 4 4 ,.. . 4 .. '' '4 4- •? ,4 .4 , 4. 4 4 - ¼ .4 "4 .", .4 4 p 4 -, .4:, ' , 4 .4 - " • ..-'•. - .- '.4 4 4 , ,, ', - 4 4' 2 '4 ' ,'..4 4 '9 4 4 4 , .4" ' . , . .4 ' .1 - ,• '4 , , ,, . -.. ' .4 , 2 , .4 ' .•.'- .4 ' . -, 4 .4 , p • 4' 4 p •' ' " - .4 .4 4 ,4.'..4 . * . . ' ' File 4510-09 Magellan FBO '4 ' Version 7 if '., 4. • 4 ., . ,' 4. •. '-, - ••' • '4 t - 1 ' '4 .4- 4' .. '.4. ' 4 .' 4 4-. •9.44' - . '.4 , 4 Des Len Description Design Detail Lap Exterior Interior Exterior % % % % IA Lap % % % % Ld % % % % Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in) Bnd Shr Cmb Wen Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 1519 8.50x0059EZSim Yes 0 0.15 000 0.00 000 1 2,1 1404 8.50x0059ZSim Yes 0 0.73 0.00 10.45 0.00 4 Maximum Sec I.,.,., flof1,*inno In. Shone VRO on Side 7 Purlin Anchorage Forces for Shape FBO, Roof Wall: 7 - Canopy 1, Panel Type is PR, Pitch = -0.250:12 Bay Thickness Force(k) Ld Case # Purlins Length Simple? Diaphragm Allowable Defi Actual Defi Width I Frm Line I Force(k) I Anch Allow I Required Clips I Actual Clips I Diaphragm Allow I Diaphragm Shr I Stress - - - - - 1 ----.__ as'ai-_-.------------------------------------ .-_ File 451009 Magellan FBO Version 7.1f L-Desi Id 1' Segment Deflection(in.) Ratio Locatiàn(ft) Load Case Description 1 1 008 (L/2172) 750 I 0.21. 1- L 2 (L/817) 7.00 L 1 Des Len Description Design ,..Detail_ Lap -Exterior . Interior Exterior % % % % Ld Lap % % % % U % % % % Ld Lap _i_ (t!) !2L 11 1150 850x0059EZ Sim Yes 0 010 000 000 000 4 12 2200 850x0059EZSim, Yes 0 041 000 000 000 4 13 .19 19 850x00S9EZSim Yes 0 019 000 000 000 4 2,1 11.50 8.50x0.059 Z Sim- 4Yes 0, 0.01 0.04 0.37 0.55 7 4' 3,1 22 00 8.500.059 Z Con Yes 12 0.84 000 000 000 4 045 026 066 0.70 7 12 1804 8.500.059 Z Con Yes 12 045 021 066 10.70 1 7 12 1 0.76 1 0.37 1 0.81 10.00 17 f - - - - - - Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 000 (1)6708) 650 1 - L 1— 2 037 (L/711) 2250 1 L 1 3 008 (1)2254) 4100 I'll L 4 2 1 006 (L/1966) 650 1 L 3 1., 062 (1)425) 950 1 L 3 2 006 (1)3173) 2500 1 L Maximum Secondiiry Deflections for Shane FRO on Side S - . . -•• . ., - .• PurlinAnchorae Forces for Shape FRO, Roof Wall: 8- Canopy I, Panel Type is PR, Pitch = -0.250:12'' Bay Thickness Force(k) 14 Case I # Purlins Length Simple? Diaphragm Allowable Defi Actual Defi Width Frm Line I Force(k) I Diaphragm Allow I Diaphragm Shr I StresT71 Anch Allow I Required Clips I Actual Clips 4• - ' - -''" ?r --.,• " -:-''-'r--- -'4 4 4 4 4 4 4 - 4 4 44 4 -,. 's '. •'- - 4 •• • File 451009 Magel1.nFBO a Ver:ion 7.1f ,s ' Des Len Description. Design Detail Lap - - Exterior Interior Exterior - % % % % Ld Lap % % l % % Ld % % % % Ld Lap Status Bnd Shr Cmb Wcp Cs (in.) Bnd Sh Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1- 28.69 8.50x0.059 EZ Sim Yes 0 0.58 0.00 0.00 0.00 4 1,2 20.00 8.50x0059 EZ Sim Yes 0 0.32 0.00 0.00 0.00 4 2,1 27.54 8.50x0.065 ZCon Yes 18 0.92 0.00 0.64 0.00 4 0.56 0.26 0.75 0.75 7 18 2;2 20.00 8.50x0.059ZCon Yes 12 0.56 0.22 0.75 0.75 7 12 0.91 0.46 1.01 0.00 7 A.,flflfnn In. h.n.11'ROn,.Side 12 y.n..hIuIJJ .,suu,a... Design Id .... Segment - Deflection(in.) Ratio Location(ft) Load Case Description 1 1 060 (L/503) 1619 1 L 1 2 023 (L/1024) 3819 1 L 2 1 088 (L1342) 1354 1 L 2 2 015 (L/1539) 4054 I L Maximum Se Designs 7 ..,. fn Sh kR(i on Side 12- - Des Len '-s'. Desription ' . Design [Detail Lap Exterior , Interior . Exterior % %' % % Ld I Cs Lap % % I Shr % % IA % % % IA Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp (in.) Bnd Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 15.19 8.50x0.059EZSim Yes, 0 , . ,, ', 0.15 1 0.00 1 0.00 1 0.00 1 ' 2,1 t14.04 8.500.059 Z Sim . ' Yes 0 - 0.46 0.00 0.28 0.00 4 : V 09-1654 Calculations Package - - . Date: 6/19/2009 Time 75730 AM Page: 85of148 , \\l1:13anojv1 S - - 0 4.- fl ' - '5 0 ' ,, -' 5 5' 41 12£ I 0 $ • a' ' Mimiim Seenndiiry Designs for Shane FRO on Side 13 -fl. a4 ' -,' '-a. ': -' Maximum Secondary Deflections for Shape FBO on Side 13 . - , ... . . ',• ,. ,.1' - •. " ' Design Id -Segment' Deflection(in.) Ratio Location(ft) Load Case ' - . :'Description' - 1.. 1 .. - -008 (U2172) 7.50 1 L -. -' -.- 2' ' 1.. -0.21 - (L1817) 7.00 •' l ' , .-. L ' Purlin Anchorage Forces for Shape FBO,'Roof Wall: 13 - Canopy 1, Panel Type is PR. Pitch = '-0.250:12 Thickness Force(k).- IA Case # irIins Length Simple? Diaphragm Allowable Defi Actual Defi . a , Width • - ' ' • +5. 4_ -. , . S - - , , .0,0 , . - I - - ' , -.• '-'4 '0 I Frm Line I Force(k) I Anch Allow I Required Clips I Actual Clips I Diaphragm Allow I Diaphragm Shr I Stress I "4 0.. • F , .4 , ' *5'O•,, ', • '-' -t , 5 '+5• ' 0_. ' r ,t , , + - - •' .0 ,, -• .,, -,fa - •• - '. , - i+•.0 - + ' *, - S S - - S ,, • - .0', - -File: 4510-09-Mage11.FBO '.. , .., • o. ':. ''Version: 7.lf•" - a * 'I4_ - - ' ', - 5, ' + -- , .. ' ' ,, 5 ,. -' • ',, a, - ,• ' ' ''- ' 0' 5- - Detail Exterior Intenor Exterior % % %, % Ld Lap % %.- % % Ld % % % % Ld Lap Des Len Description Design Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wci Cs (in) 1,1 14.92 8.50A.059 Z Sim Yes 0 0.17 000 0.00 000 2 2,1 15.00 8.500.059 C Sim Yes 0 022 0.00 000 000 2 Maximum Secondary Deflections for Shape FBO on Side 7 Design Id Segment Deflection(in) Ratio Location(ft) Load Case - - Descnption I ' 1 -0.10 (1)1859) 7.50 - 2 <W2 2' I 70.13 -. (L/I381 ) 750 2 W2 -. .- -. - -- -• . File: 4510-09-Magellan.FBO Version: 7.1g. A ' - fl flbnn for ch,.n.vRflnn Side R IVAflAI&flUIhI Design Id Segment Deflection(in.). Ratio - Location(ft) Load Case Description . 1 1 0.00.(1)4128) 500 2 <W2 1 2 045 (1)586) 2150 2 <W2 1 3 012 (L/1565) 4050 2 <W2 2 1 000 (1)4745) 5.50 2 <W2 2 2 70.22 (111220) 2250 2 <W2 2 3 -0.11 (1)1767) 4200 2 <W2 Des Len Description Design Detail Lap Exterior Intenor Exterior % % % % 14 Lap % % % % IA % % % % Ld Lap 1,1 10.50 8.50x0.059ZSim Yes 0 0.11 0.00 0.11 0.00 2 12 2200 850x0059ZSim Yes 0 0.38.000 000 000 2 13 1550 850x0059ZSim Yes 0 020 000 000 000 2 21 1150 850x0059CSim Yes r0 008 000 000 000 2 2,2 22.00 8.50x0.059 C Sim Yes 0 ' ., - 0.17 0.00 0.00 0.00 2 2,3 16.50 8.50x0.059CSim. Yes '0 0.15 0.00 0.00 0.00 2 - - lvlaallllUflhl Des 0! Len Description Design Detail Lap UIiUUI7 MaIaU -Au. Exterior Interior Exterior % % % % Ld Lap -% % % I % Ld % % .% I % I Ld I . Lap. Id _( Status Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs 1,1 25.00 8.50x0.059 Z Sim Yes 0 0.48 0.00 0.00 0.00 2 1,2 19.50 8.50x0.059 Z Sim Yes 0 0.30 0.00 0.30 0.00 2 2,1 26.00 8.50x0.059C Sim Yes 0 0.34 0.00 0.00 0.00 2 22. 20.00 850x0059 C Sim - Yes 0 . 0.22 0.00 0.00 0.00 2 viax.muiu act: Design Id Hung Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 074 (1)404) 1250 2 <W2 1 2 -0.28 (L/835) 34.50 2 - <W2 2 1 -0.62 (1)505) - 13.00 2 - <W2 2 2 023 (1)1039) 3600 2 <W2 Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs. Bnd Shr Cmb Wcp Cs (in.) 1,1 14.42 8.50x0.O59ZSim Yes 0 0.17 0.00 0.00 0.00 2 2,1 14.42 8.50x0.059 C Sim Yes 0 . 0.13 0.00 0.00 0.00 2 Design Id Segment, Deflection(in.) Ratio Location(ft) Load Case Description 1 1 009 (L12027) 700 2 <W2 2 1 007 (L/2360) 700 2 <W2 Des Id Len (ft) - Descnption Design Status Detail Lap (in) Exterior Interior Exterior % Bnd - % Shr % Cmb % Wcp Ld Cs Lap (in.) % Bnd % Shr % Cmb % Wcp U Cs % Bnd % Shr % Cm % Wcp Ld Cs Lap (in) 1,1 6.5018.500.059 Z Sim Yes 0 - 0.23 0.00 0.14 0.00 I Des Id Len (ft) Description .DesignLap Status Detail (in.) Exterior Interior Exterior % Bnd % Shr % Cmb Wcp %LdLap Cs (in.) % Bnd % hr % Cmb Wcp %Ld% Cs Br d % Shr % Cmb Wcp %LdLap Cs 1,1 1 14.921 8.500.065 Z Sim Yes 0 0.87 0.00 10.53 10.00 1 1 Des Id - Len (ft) Description - Design Status Detail Lap (in) Exterior - Interior Exterior % Bnd % Shi % Cmb % Wcp Cs J U I Lap (in) % Bnd % Shr % Cmb % Wcp 14 Cs % Bnd % Shr % Cmb % Wcp Lcd s Lap (in) 1,1 1 1.001 8.504.059 Z Sim Yes 0 0.00 10.0010.00 000 1 Detail Exterior Interior Exterior Des Len Description Design Lap % % % % Ld Lap % % % % 14 % % % % Ld Lap Id (fi) Status (in) Bnd Shr Cmb Wcp Cs (in) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in) 1,1 1.50 8.500.059 Z Sim Yes 0 001 0.01 0.01 000 1 1 Des Id Len (ft) Description Design Status Detail Lap (in) Exterior Interior Exterior % Bnd % Shr % Cmb % Wcp IA Cs Lap (in.) % Bnd % Shr % Cmb % Wcp Ld Cs % Bnd Shr Cmb Wcp IA Cs Lap (in) 1,1 22.6 8.50x0 105 Z Sim Yes 0 099 0.00 000 000 1 Maximum Second ary Deflections for Shape FBOon Side 5 -. -. -- Design Id eflection(in.) Ratio Location(ft) Load Case Description 1 095 (L/286) 1150 I WI> - - - - ---- ------U----- ------------ ------ i--- ------------- _____ File 4510 09 Magellan FBO Version 7 if Des Len' - Description' Design Detail Lap Exterior - - Interior Exterior % % % % Ld Lap %. % % % IA % % % % Ld Lap Id (ft) . '. Status '(in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bud Shr Cmb Wcp Cs (in.) 1,1 ,5.00 ' 8.50x0.059ZSim .Yes 0 . 0.14 0.00 0.00 0.00 1 2,1 6.75 8.500.059 Z Sim Yes 0 . 0.24 0.00 0.15 0.00 1 .. . - - Date 6/19/2009 .09-1654 Calculations Package Time: 7:57:30 AM . . - . 0 Page: 95 of 148 • " . .. zS. - - 0 4 .. 5*, . S. . '•9 . , .• . .,; , .4 4 0 -4. .4 . S.-. ,.4 - .0 • S5 .4 - j... .. - •0*•' '4! - , i .., •- ,0 .• 4- :.... .4 S. -- 44. .4 4 '•5 . 41 .. . s.'., ,. .- . .. .4_•* - *._ . , . . '' . •0 r 4 I ' *.. • • . . . 4 '4 • .,•. . 5. - 5-.- • 5- 5 • . . . -S - -.,, * 55* fl . - - .44 0• • .. • . . - I- 4S ,_ ft .•, . . .• . .. ........- _[ 1 NB Oth VP, /1a I /~ & ft - _o• 5, •• ,: ,. ,, -.,-.-.,• . '4* • _5 - 4' 0•, , 0 5 .•• 5 •, I_ft •' •''' S -- . I !*' I.m,,m .'nnd,.r, Designs for ShAne 1RO nn Side f Maximum Secondary Deflecdonsfor Shape OOn Side 6 Design Id Segment Deflection(in.) Ratio Location(ft) LOaLI Case . - Description 1 • 0 • ••'. 2 . 1 .000 j (L/4872) 1 3.50 1 1 . WI> • 1 - 0,S ,_ . S. * - . •5. • 4 . 0 0 • , . 0 • S. • . . . '1 ,*t . 4' 1 ,.' r t 0 . - - _ File 4510 09 Magellan FBO Version 7.1f r ft 5, . 5,45 ,., - 'e-.-- •, . '. -5- 4 * ,, • -• 4.. ,. : - Date 6/19/2009 W 09-1654 CalculationsPackag . Time: 7:57:30 AM Page 96 of 148 g&pL 'T 3 Loads and Codes - Shape: FBO City: Carlsbad, County: San Diego State: California Country: United States Building Code: 2007 California Building Code ', Built Up: O5AISC- ASD Rainfall: 4.00 inches per hour. Based on Building Code: 2006 International Building Code Cold Form: O4AISI - ASD . Building Use: Standard Occupancy Structure Dead and Collateral Loads . Live Load Collateral Gravity:5.00 psf . Roof Covering + Second. Dead Load: 2.39 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic): 10.0O.psf Wind Load - -' Snow Load . . Seismic Load Wind Speed: 90.00 mph Ground Snow Load: 0.00 psf .. = Mapped Spectral Response- Ss: 117.40 %g Wind Exposure (Factor): C (0.959) Design Snow (Sloped): 0.00 psf . . Mapped Spectral Response- S1:44.40 %g Parts Wind Exposure Factor: 0.959 Snow Exposure Category (Factor): I Fully Exposed Seismic Hazard / Use Group: Group 1 (1.00) . . Wind Enclosure: Enclosed Snow Importance: 1.000 . . Seismic Importance: 1.000 Wind Importance Factor: 1.000 Thermal Category (Factor): Heated (1.00) Seismic Performance / Design Category: D - Topographic Factor.. 1'.01000 . Ground / Roof Conversion: 1.00 Framing Seismic Period: 0.0000 . . % Snow Used in Seismic: 0.00 •. ' - Bracing Seismic Period: 0.2352 NOT Windborne Debris Region ' Seismic Snow Load: 0.00 psf Framing R-Factor: 3.5000 Base Elevation: 0/0/0 Unobstructed, Slippery Roof . . • ' , Bracing R-Factor: 3.2500 Primary Zone Stop Width: N/A . . Soil Profile Type: Stiff soil (D, 4) - Parts/ Portions Zone Strip Width: N/A , . 1 - - Diaphragm Condition: Flexible Basic Wind Pressure: 16.90 psf - . . Frame Redundancy Factor: 1.3000 -.'Brace Redundancy Factor: l.3000 - - Frame Seismic Factor (Cs): 0.1792 x W - USR 'Brace Seismic Factor (Cs): 0.2481 x W Deflection Conditions Frames are vertically, supporting:Metal Roof Purl ins and Panels Frames are laterallysupporting:Metal Wall Girts and Panels . . .. Purlins are suonorting:Metal Roof Panels . * . . .. Girts are siporting:Metal Wall Panels -- - - - ,.• , FRO Mein,ne 1 t 13/0/0 Floor Type . - Non-Composite •': Loading Type - Office TopofFloor 13/0/0 . . -.- Floor Dead Load - 11.00 psf Total Thickness of Deck + Topping .0/1/2 - • - Floor Live Load 50.00 psf Not Reducible - Top ofJoist ' - 12/10/14- ' . Collateral Load 9.00 psf Mm. Clearance from Floor to Joist - 9/6/0 -. Partition Load: . 20.00 psf - Mm. Clearance from Floor to Rafter • . - 9/6/0 • Floor Live Load Deflection ' 360 - Mezzanine Category - Entire Floor - 'Floor Dead + Floor Live Deflection -, 240 Bracing Category. Unbraced IL /A77 Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 98 of 148 Frame Location Design Parameters: I I 14/0/0 I Automatic Design I System 1.000 1.0D+1.0FD+1.0CG+1.0L> )+FD+CG+L> 2 System 1.000 1.0D+I.0FD+ 1.0CG+ 1.0<L D+FD+CG+<L 3 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WI> D + FD + CG + WI> 4 System 1.000 1.0D+1.0FD+1.0CG+1.0<WI D+FD+CG+<WI 5 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 W2> D + FD + CG + W2> 6 System 1.000 1.0D+1.0FD+1.0CG+1.0<W2 D+FD+CO+<W2 7 System 1.000 0.600 D+0.600FD+ 0.600CU+ 1.0W!> D+FD+CU+WI> 8 System 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0<Wi D+FD+CU+<WI 9 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0W2> )+FD+CU+W2> 10 System 1.000 0.600 D+0.600 FD+ 0.600CU+ 1.0<W2 D+FD+CU+<W2 11 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 Fl, D+FD+CG+Fl, 12 System 1.000 1.0D+ I.OFD+ 1.0 CG D+FD+CG 13 System 1.000 i.OD+i.OFD+ 1.0 CG + 0.750 L + 0.750 Wi> D+FD+CG+L+WI> 14 System 1.000 1.0D+1.0FD+1.000+0.750L+0.750<Wi )+FD+CG+L+<Wi 15 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750W2> D+FD+CG+L+W2> 16 System 1.000 i.OD+ i.OFD+ 1.0CG+0.750L+0.750<W2 )+FD+CG+L+<W2 17 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L> + 0.750 FL ) + FD + CO + L> + FL 18 System 1.000 l.OD+l.OFD+1.00G+0.750<L+0.750Fl, D+FD+CO+<L+FL 19 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 Wi> + 0.750 FL )+FD+CG+L+WI>+FL 20 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <WI + 0.750 FL D+FD+CG-1-L+<WI+FL 21 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL )+FD+CG+L+W2>+FL 22 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 + 0.750 FL )+FD+CG+L+<W2+FL 23 System 1.000 1.0D+ 1.0FD+ 1.00G+0.7SOFl, )+FD+CG+FL 24 System 1.000 1.0D+1.0FD+1.0CG+0.910E+0.700EG+ D+FD+CG+E>+EG+ 25 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG-f D + FD + CO + <E + EG-'- 26 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 E>+ 0.700 EO- )+ FD+CU+ E> + EG- 27 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E+O.700 EG- D+ FD + CU + <E+EG 28 Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.750 E> + 0.700 EG-f D + FD + CO + E> + EG+ 29 Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.750 <E + 0.700 EG+ D + FD + CG + <E + EG+ 30 Special 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.750 E>+0.700 EO- D+FD+CU+E+EO- 31 Special 1.000 0.600 D+0.600 FD+0.600CU+ 1.750 <E+0.700 EO- D+FD+CU+ <E+EO- 32 AISC - Special 1.000 1.0D+1.0FD+1.000+2.450E+0.700EG+ )+FD+CG+E+EG+ 33 AISC - Special 1.000 1.0D+1.0FD+1.0CG+2.450<E+0.700EG D + FD + CG + <E + EG+ 34 AISC- Special 1.000 0.600D+ 1.0FD+0.600CU+2.450E+0.700EO- )+FD+CU+E>+EO- 35 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <E+0.700 EO- ) + FD+ CU+ <E+ EG- 36 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0WPAI D+FD+CO+WPA1 37 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI ) + FD + CU + WPAI 38 System Derived 1.000 1.0D+ 1.0FD+ 1.000+0.750L+0.750WPAI )+ FD+CO+L+WPA1 39 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPAI + 0.750 FL )+FD+CO+L+WPAI+FL 40 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0WPDI )+FD+CO+WPDI 41 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI D + FD + CU+WPDI 42 System Derived 1.000 1.0D+ 1.0FD+ 1.000+0.750L+0.750WPD1 )+FD+CG+L+WPD1 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL D+FD-fCG+L+WPDI+FL 44 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPA2 ) + FD + CO + WPA2 45 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 )+FD+CU+.WPA2 46 System Derived 1.000 1.0D+ l.OFD+ 1.00O+0.750L+0.750WPA2 )+FD+CO+L+WPA2 47 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL )+FD+CG+L+WPA2+FL 48 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 WPD2 )+FD+CO+WPD2 49 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 ) + FD + CU + WPD2 50 System Derived 1.000 1.0 D+ 1.0FD+ 1.0 CG+ 0.750 L+0.750WPD2 D+FD+CO+L+WPD2 51 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL )+FD+CG+L+WPD2+FL 52 System Derived 1.000 1.0 D+ 1.0FD+ 1.0 CO+ 1.0 WPB 1 )+FD+ CG+WPBI 53 System Derived 1.000 0.600 D + 0.600 FD +0.600 CU + 1.0 WPB )+FD + CU + WPB1 54 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.75O WPB I )+FD+CG+L+WPB1 55 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB + 0.750 FL )+FD+CG-fL+WPBI+FL 56 System Derived 1.000 1.0D+ 1.0FD+ 1.0 CG+ 1.0WPC1 D+FD +CO+WPCl 57 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPCI ) + FD + CU + WPC1 58 System Derived 1.000 i.OD+ l.OFD+ 1.00G+0.750L+0.7SO WPC 1 )+FD+CO+L+WPC1 59 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC + 0.750 FL )+FD+CO+L+WPCI+FL 60 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0WPB2 )+FD+CO+WPB2 File: 4510-09-Magellan.FBO Version: 7.1f 09-1654 Calculations Pack Date: 6/19/2009 wm- age Time: 7:57:30 AM Page: 99 of 148 61 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 62 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.750WPB2 63 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 + 0.750 FL 64 System Derived 1.000 1.0D+1.0FD+ 1.0CG+ 1.0 WPC2 65 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 66 System Derived 1.000 1.0D+1.0FD+ 1.0CG+0.750L+0.750WPC2 67 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 + 0.750 FL 68 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG+ 0.273 E>+ 0.700 EG+ + 0.910 EB> 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG-4- + 0.910 EB> 71 System Derived 1.000 1.0 D + 1.0 FD+ 1.0 CG+ 0.910 <E+ 0.700 EG+ + 0.273 EB> 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> 73 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> 74 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> 75 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> 76 Special 1.000 1.0D+1.0FD+ 1.0CG+ 1.750 EB> + 0.700 EG+ 77 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- 78 AISC - Special 1.000 1.0D+ 1.0FD+ 1.00G+2.450 EB> +0.700EG+ 79 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- 80 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG+ 0.273 E>+ 0.700 EG+ + 0.910 <EB 81 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG+ 0.910 E>+0.700 EG++ 0.273 <EB 82 System Derived 1.000 1.0 D+ 1.0 FD+ 1.0 CG+ 0.273 <E+ 0.700 EG-1-+0.910 <EB 83 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG+ 0.910 <E+ 0.700 EG-I-+ 0.273 <EB 84 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.9 10 <EB 85 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.9 10 E> + 0.700 EG- + 0.273 <EB 86 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB 87 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB 88 Special 1.000 l.OD+ 1.0FD+ 1.0CG+ 1.750 <EB +O.700 EG+ 89 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- 90 AISC - Special 1.000 1.0 D+ 1.0 FD + 1.0 CG+2.450 <EB + 0.700 EG+ 91 AISC - Soecial 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EG- Frame Member Sizes + FD + CU + WPB2 + FD + CG + L + WPB2 4-FD+CG+L+WPB2+FL + FD + CG + WPC2 + FD + CU + WPC2 + FD + CG + L + WPC2 E>+EG-+EB> E>+EG-+EB> + FD + CG + EB> + EG+ + FD + CU + EB> + EG- + FD + CO +EB> + EG+ + FD + CU + EB> + EG- + FD + CG + <EB + EG+ + FD + CU + <EB + EG- + FD + CG + <EB + EG-'- + FD + CU + <EB + EG- Mem. Fig Width FlgThk Web Thk Depth Depth2 Length Weight FlgFy WebFy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) JLI Jt.2 1 5.00 0.0820 0.1640 8.50 8.50 9.00 80.0 60.00 60.00 SS SS 2C 2 5.00 0.0820 0.1640 8.50 8.50 9.00 80.0 60.00 60.00 SS SS 2C Total Frame Weight = 159.9 (p) (Includes all plates) Frame Pricing Weight = 185.7 (p) (Includes all pieces) Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Win.) Displacement ZZ(rad.) 2 1 20/0/0 2/0/0 26/6/4 26/3/1 No Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Sum of Forces with Reactions Check- Framin2 Load Type Horizontal . Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 0.8 0.7 FD 0.0 0.0 0.0 0.0 CG 0.0 0.0 1.3 1.3 L> 0.0 0.0 4.8 . 4.8 <L 0.0 0.0 4.8 48. Wi> 0.0 0.0 0.0 0.0 <WI . 0.0 0.0 0.0 0.0 W2> 0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 0.0 0.0 L 0.0 0.0 4.8 4.8 1.6 0.0 0.0 0.0 EG+ 0.0 0.0 0.7 0.7 1.6 0.0 0.0 0.0 EG- 0.0 0.0 0.7 0.7 File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 100 of 148 DWICU Mem. No. rUU-A Jt. No. talc itnuiticti. Type rnttcc End-Plate Dimensions -, Bolt Outside Flange Inside Flange Thick. Width Length Diam. Spec/Joint Gages In/Out (in.) Configuration Pitches I stJ2nd Configuration Pitches I stJ2nd _ ID 1 2 1 2 _(in.) SIP _SIP 0.375 _0.375 _(in.) 6.00 _6.00 _(in.) 8.50 . 8.50 _(in.) 0.500 _0.500 _. A325/ _A325/ No. 3.00 3.00 _ID II _11 _Desc. Flush (0) _Flush(0) _(in.) 2.50 _2.50 11 11 _Desc. Flush(0) _Flush(0) _(in.) 2.50 RequiredStrength - Out -Out - In AvailableStrength - In - Mem. Jt. Ld Axial Shear Moment Design Design Shear Shear Moment 14 Axial Shear Moment Design Shear Moment No. No. -k) (in-k) _RequiredStrength -k) Proc. (in-k) 1 1 _Cs 2 _(k) _(k) 3.41 _(in 0.0 _Proc. _(k) 0.0 92. _Cs 91 _(k) _(k) 0.1 _(in 0.1 _(k) 0.0 92.4 2 2 _87 _0.01_0.0_0.0 92._91 _0.1_0.1 0.0 92.4 r Fro~ Member Joint I From Side Point I Part I Design Note - - - - .-, "-------------,---.--.-.,', - -------- rramcvcs.gu ivirittuci Controlling Cases suin.n.naiy - Required Strength Available Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx My Pc VC Mcx Mcy _Strength + Shear No. ft in. Flexure k in-k in-k k in-k -k 1 9.00 8.50 1 1 0.0 _k 3.4 183.3 0.0 1.0 _k 12. 200.6 _in 49.6 _Flexure 0.91 0.27 2 0.00 8.50 1 1 0.0_-3.4 183.3 0.1 1.0_12. 200.6_49.6_0.91 _0.27 Mem. Loc. Lx Ly/Lt Lb Ag Afri lxx Iyy Sx Sy Zx Zy Cw I Cb Rpg Rpc Qs Qa No. ft in. I in. I I in.2 in.3 in.61 1 9.00 _in. 216.02 213.5 84.8 _in.2 2.43 2.43 _in.4 25.19 _in.4 3.45 _in.3 5.89 1.38 _in.3 0.00 _in.3Iin.4 0.001 0.01 61.141 1.13 1.00 0.00 2 0.00_216.02_213.5_84.8_2.43 2.43_25.19_3.45_5.89_1.38_0.00_0.001_0.01 61.141_1.13_1.00_0.00_-_- No. Origin Factor Def H Def V J)CiICCIiUU Application Description User 1.000 150 0 1.0 E' + 1.0 EG- E> + EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- <E + EG- 3 User 1.000 150 0 1.0 EB> . . 4 User 1.000 150 0 1.0 <EB :EB 5 System 1.000 0 180 1.0 L 6 System 1.000 0 180 0.700 WI> WI> 7 System 1.000 0 180 0.700 <WI <WI 8 System 1.000 0 180 0.700 W2> W2> 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700WPAI WPAI 11 System Derived 1.000 0 180 0.700WPDI . WPDI 12 System Derived 1.000 0 180 0.700WPA2 VPA2 13 System Derived 1.000 0 180 0.700WPD2 VPD2 14 System Derived 1.000 0 180 0.700 WPB I WPB 15 System Derived 1.000 0 180 0.700WPCI WPCI 16 System Derived 1.000 0 180 0.700WPB2 JWPB2 17 1 System Derived 1 1.000 0 180 0.700 WPC2 JWPC2 Controlling Frame Deflection Ratios for Cross Section: A I Description I Ratio Deflection (in.) Member Joint Load Case Load Case Description Max Vertical Deflection for Soan I I (L/255) -0.844 1 2 _I _5 _L 'Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. - File: 4510-09-Magellan.FBO Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2009 a&- e Time: 7:57:3OAM Page: 102 of 148 Location I Avg. Bay Space I Description I Angle I Group I Trib. Override I Design Status 1/0/0 1 6/3/0 ISoldier OS 1 90.0000 1 1 - Automatic Design Design Load Combinations Framin" No. Origin Factor Application Description System 1.000 1.0D+1.0FD+I.0CG+1.0L> )+FD+CG+L> 2 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 <L D + FD + CG + <L 3 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0ASL D+FD+CG+ASLA 4 System 1.000 1.0D+1.0FD+ 1.0CG+1.0AASL D+FD+CO+AASL 5 System 1.000 1.0D+ i.OFD+ 1.0CG+ 1.0PL2 D + FD + CG + PL2(Spans I and 2) 6 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0PL2 D+FD+CG+PL2(5pan52 and 3) 7 System 1.000 I.OD+ 1.0FD+ 1.0CG+ 1.0PL2 )+FD+CG+PL2(5pan53 and 4) 8 System 1.000 1.0D+1.0FD+I.0CG+1.0Wi> D+FD+CG+WI> 9 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 <WI D + FD + CG + <Wi 10 System 1.000 1.0D+ 1.0FD+ l.00G+ 1.0W2> D+FD+CG+W2> 11 System 1.000 1.0D+1.0FD+ 1.0CG+1.0<W2 )+FD+CO+<W2 12 System 1.000 0.600 D + 0.600 FD + 0.600 CU + I.0W1> )+FD+CU+Wi> 13 System 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0 <Wi )+ FD+CU+<WI 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0W2> D+FD+CU+W2> 15 System 1.000 0.600D+0.600FD+0.600CU+ 1.0<W2 D+FD+ CU+ <W2 16 System 1.000 I.OD+i.OFD+ 1.0CG+ 1.0 Fl, D+FD+CG+FL 17 System 1.000 1.0 D + 1.0 FD + 1.0 CG D + FD + CG 18 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 Wi> ) + FD + CG + L + WI> 19 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <Wi D + FD + CG + L + <WI 20 System 1.000 1.0D+ I.OFD+ I.0CG+0.750L+0.750W2> D+FD+CG+L+W2> 21 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750<W2 D+FD+CG+L+<W2 22 System 1.000 1.0D+1.0FD+1.0CG+0.750L>+0.750FL D + FD + CG + L> + FL 23 System 1.000 1.0D+1.0FD+ 1.0CG+0.750<L+0.750FL )+FD+CG+<L+FL 24 System 1.000 1.0 D+ 1.0FD+ 1.0CG+0.750 ASLA+0.750 FL )+FD+CO+ASLA + FL 25 System 1.000 1.0 D+ 1.0FD+ I.00O+0.75OAASL+0.750Fl, )+FD+CG+'ASL+Fl, 26 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WI> + 0.750 FL D+FD+CG+L+W1>+FL 27 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <Wi + 0.750 FL D-1-FD+CG+L+<W1+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 W2> + 0.750 FL )+FD+CG+L+W2>-1-FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 + 0.750 FL )+FD+CG-fL+<W2+FL 30 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 FL D + FD + CG + FL 31 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ D + FD + CG + E> + EG+ 32 System 1.000 i.OD+i.OFD+ 1.0CG+0.910<E+0.700EG+ D + FD + CG + <E + EG+ 33 System 1.000 0.600 D + 0.600 FD+ 0.600 CU+ 0.910 E+ 0.700 EG- ) + FD+ CU + E> + EG- 34 System 1.000 0.600 D+ 0.600 FD+ 0.600 CU+ 0.910 <E+ 0.700 EG- ) + FD + CU+ <E+EG- 35 Special 1.000 1.0D+I.0FD+ i.00G+ I.750E>+0.700EG+ )+FD+CG+E>+EG+ 36 Special 1.000 I.0D+1.0FD+ i.00O+ 1.750<E+0.700EG-f )+FD+CG+<E+EG± 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E + 0.700 EG- ) + FD + CU + E> + EG- 38 Special 1.000 0.600D+ 0.600 FD + 0.600 CU + 1.750 <E+0.700 EG- D+ FD+CU+<E+EG- 39 A1SC-Special 1.000 1.0D+I.0FD+1.0CG+2.450E+0.700EG+ >+FD+CG+E>+EG+ 40 AISC - Special 1.000 1.0D+1.0FD+ I.0CG+2.450<E+0.700EG-f )+FD+CO+<E+EG+ 41 AISC- Special 1.000 0.600 D+ 1.0FD+0.600CU+2.4S0E+0.700EG- )+FD+CU+ E+EG- 42 AISC- Special 1.000 0.600 D+ i.OFD+0.600CU+2.450<E+0.700EG- )+FD+CU+ <E+EG- 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPAI ) + FD + CO + WPAI 44 System Derived 1.000 0.600 D+ 0.600 FD + 0.600 CU+ 1.0 WPAI D + FD+ CU +WPAi 45 System Derived 1.000 1.0D+ i.OFD+ 1.0CG+0.750L+0.750WPAI )+FD+CG+L+WPAI 46 System Derived 1.000 i.OD+ i.OFD+ I.0CG+0.750L+0.750 WPAI +0.750FL )+FD+CG-1-L+WPAI+FL 47 System Derived 1.000 i.OD+ 1.0FD+ I.00G+I.0WPDI )+FD+CG+WPDI 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI ) + FD + CU + WPDI 49 System Derived 1.000 1.0 D+ i.OFD+ 1.0 CG+0.750L+0.7SOWPDI )+FD+CO+ L+WPDi 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L.+ 0.750 WPDI + 0.750 FL )+FD+CG+L+WPD1+FL 51 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPA2 ) + FD + CO + WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 )+FD+CU+WPA2 53 System Derived 1.000 l.OD+ 1.0FD+ 1.00G+0.750L+0.750WPA2 )+FD+CO+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL )+FD+CG+L+WPA2+FL 55 System Derived 1.000 I.OD+ I.OFD+ 1.000+ 1.0WPD2 )+FD+CG+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 ) + FD + CU + WPD2 57 System Derived 1.000 1.0 D+ 1.0 FD+ 1.000+0.750L+0.750 WPD2 )+FD+CO+L+WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL )+FD+CG+L+WPD2+FL 59 System Derived 1.000 1.0D+ i.OFD+ 1.0 CO+ l.O WPB I )+FD+CO+WPBI 60 System Derived 1.000 0.600 D+ 0.600 FD + 0.600 CU + I.O WPB I )+ FD + CU + WPBI File: 4510-09-Magellan.FBO Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2909 e Time: 7:57:30 AM Page: 103 of 148 61 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.75O WPB 1 D+FD+CG+ L+WPBI 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB + 0.750 FL D+FD+CG±L+WPBI+FL 63 System Derived 1.000 1.0 D+ 1.0FD+ 1.0CG+ 1.O WPC I D+ FD+CG+WPCI 64 System Derived 1.000 0.600 D+ 0.600 FD + 0.600 CU+ 1.0 WPC D+ FD +CU +WPCI i 65 System Derived 1.000 1.0D+1.0FD+ 1.00O+0.750L+0.75O WPC I D+FD+CG+L+WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 Co + 0.750 L + 0.750 WPCI + 0.750 FL D+FD+CG+L+WPC1+FL 67 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0WPB2 )+FD+CG+WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 + FD + CU + WPB2 69 System Derived 1.000 1.0D+ 1.0 FD+ 1.0CG+0.750L+ 0.750WPB2 D+FD+CG+L+WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 + 0.750 FL )+FD+CG+L+WPB2+FL 71 System Derived 1.000 1.0D+ 1.0FD+ l.00O+ 1.0 WPC2 D+FD+CG+WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 ) + FD + CU + WPC2 73 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.750WPC2 )+FD+CG+L+WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 + 0.750 FL D+FD+CG-f-L+WPC2+FL 75 System Derived 1.000 10 D + 1.0 FD + 1.0 CO + 0.273 E + 0.700 EG+ + 0.910 E13> D+FD+CG+E>+EO++EB> 76 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> D+FD+CG+E>+EG-H-EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> D+FD+CG±<E+EG-4-+EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO +,0.910 <E + 0.700 EG-1- + 0.273 EB> D+FD+CG+<E+EG++EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E + 0.700 EG- + 0.910 EB> D+FD+CU+E>+EG-+EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E>+ 0.700 EG- + 0.273 EB> D+FD+CU+E'+EO-+EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> D+FD+CU+<E+EO-+EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> )+FD+CU+<E+EO-+EB> 83 Special 1.000 1.0D+ 1.0FD+ 1.0CG+ l.750 EB> +0.700EG+ )+FD+CO+EB>+EG+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- ) + FD + CU + EB> +.EG- 85 AISC- Special 1.000 1.0D+ 1.0FD+ 1.00O+2.450 EB> +0.700 EG+ D+FD+CO+ EB> +EG+ 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- D + FD + CU + EB> + EG- 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG-4- + 0.9 10 <EB D+FD+CG-FE>+EG-4-+<EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E + 0.700 EG+ + 0.273 <EB D+FD+CG+E'.+EG++<EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 <EB D+FD+CG+<E+EG4-+<EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 <EB D+FD+CG±iE+EG++<EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB )+FD+CU+E>-1-EG-+<EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E + 0.700 EG- + 0.273 <EB D+FD+CU+E>+EO-+<EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D+FD+CU+<E+EO-+<EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB )+FD+CU+<E+EO-+<EB 95 Special 1.000 1.0D+1.0FD+1.000+ 1.750 <EB +0.700EG+ )+FD+CG-4-<EB+EG+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.750 <EB + 0.700 EG- D+FD+CU+<EB+EO- 97 AISC - Special 1.000 1.OD+1.OFD+1.00O+2.450 <EB +0.700EG+ D+FD+CO+<EB+EG+ 98 AISC - Special 1 1.000 0.600D+ 1.O FD, +0.600CU+2.450 <EB +0.700EG- )+FD+CU+ <EB +EG- Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depth! Depth2 Length Weight FigFy WebFy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.2 1 5.00 0.1345 0.1644 12.00 12.00 26.61 310.7 50.00 50.00 BP SS 3P 2 2.50 0.0820 0.0820 8.50 8.50 8.08 38.9 60.00 60.00 SS SS IC 3 2.50 0.0820 0.0820 8.50 8.50 8.08 33.5 60.00 60.00 SS SS IC 10003 5.00 0.1345 0.1345 9.00 9.00 3.83 38.9 55.00 55.00 SS SS 3P Total Frame Weight = 421.8 (p) (Includes all plates) Frame Pricing Weight = 506.6 (p) (Includes all pieces) Frame Member Releases Member Joint I Joint 2 2 Yes No Ed Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement Vin.) Displacement Y(in.) Displacement ZZ(rad.) 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 3 17/0/0 26/11/12 Yes Yes No 0/0/0 0/0/0 0.0000 10003 0/0/0 22/4/12 Yes Yes Yes 0/0/0 0/0/0 0.0000 File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 a &- 09-1654 Calculations Package Page: 104 of 148 Time: 7:57:30 AM Sum of Forces with Reactions Check- Framing Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 0.5 0.4 FD 0.0 0.0 2.4 2.4 CG 0.0 0.0 0.1 0.1 0.0 0.0 0.4 0.4 <L 0.0 0.0 0.4 0.4 ASLA 0.0 . 0.0 0.0 0.0 AASL 0.0 0.0 0.4 0.4 Wi> 4.3 4.3 0.2 0.2 <WI 4.4 4.4 0.6 0.6 W2> 4.3 4.3 0.2 0.2 <W2 4.2 4.2 0.6 0.6 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 6.9 6.9 L 0.0 0.0 0.4 0.4 E> 1.9 1.9 0.0 0.0 EG+ 0.0 0.0 0.2 0.2 <E 1.9 . 1.9 0.0 0.0 EG- 0.0 0.0 0.2 0.2 WPA1 3.0 3.0 0.2 0.2 WPDI 3.0 3.0 0.3 0.3 WPA2 1.3 1.3 0.2 0.2 WPD2 1.3 1.3 0.3 0.3 WPBI 3.0 3.0 0.2 0.2 WPCI 3.0 3.0 0.3 0.3 WPB2 1.3 1.3 0.2 0.2 WPC2 1.3 1.3 0.3 0.3 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 Rnce Plnfe S.itnmnry X-Loc Grid Mem. No. Thickness (in.) Width (in.) Length (in.) Num. Of Bolts Bolt Diam. I (in.) I Type Welds to Flange Welds to I Web ~:] 0/0/0 1 84 1 0.375 1 9 13 4 1 1.000 1 A36 I OS-0.1875 I OS-0.1875 X1ph ctiffnner Qnn,i,.nrs, [Mem. Stiff. 1 Desc. Loc. Web Depth h/t a/h a Thick. Width Side . Welding No. No. (ft) (in.) (in.) (in.) (in.) Description I I J S2 21.62 11.731 71.36 N/A N/A 0.1875 2.000 Both F-BS-0. 1875,W-OS-0. 1875 1 2 J S2 20.88 11.731 71.36 N/A N/A 0.1875 2.000 Both F-BS-0.1875,W-OS-0.1875 RnI+l 1WnA-P1,*a Mnm,..f Cnnneefnn (AIcC fl(_1I - = çç Ii - Mem. No. A. No. Type End-Plate Dimensions - Bolt Outside Flange Inside Flange Thick. (in.) Width (in.) I Length ) (in. Diam. (in.) Spec/Joint (in.) Pitches lstl2nd Configuration Pitches lstJ2nd Gages In/Out_Configuration ID I Desc. (in.) ID I Desc. (in.) 10003 2 1 CIP 0.250 6.00 110.00 0.5001 A325N/PT 1 3.00 11 1 Flush 1 1.50 111 Flush 1 1.50 - Required Strength - Out Available Strength - Out I Required Strength - In ] Available Strength - In Mem. No. I Jt No. Ld CsI Axial (k) Shear I (k) 1 Moment (in-k) Design Proc. Shear (k) Moment (in-k) Ld Cs Axial (k) Shear (Ic) Moment (in-k) J Design Proc. Shear (k) Moment I (in-k) 100031 2 1 1 -0.01 0.61 15.21 Thin plate 1 37.71 67.0 13 1 -0.01 0.51 15.4] Thin plate 1 37.71 67.0 flonaa flrcsre C..n,man, - Member - From Member Joint 1 From Side Point I Part Design Note 12/5/4 22/10/9 12/5/4 22/10/9 FB2064 F82064 Po re net Pnet C.immni - X-Loc Moment Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length nt Length Size bearing required? w/stiff Width 0/0/0 -Grid 8-1 6.15 0.61 18.0 2 0.82 11.97 N 0.21 11.97 N File: 4510-09-Magellan.FBO Version: 7. if Date: 6/19/2009 M NAZI 0 09-1654 Calculations Package Time: 7:57:30 AM - Page: 105 of 148 D,. T ,..,l (',, ('nn,hrn,l 1I.otinn frnn Joint 1 ControiIirg Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr I Mn Miy I Pc VC Mcx Mcy + Shear No. ft in Flexure k k in-k in-k k k in-k in-k Flexure 1 12.44 12.00 8 12 -2.8 -2.2 -182.1 0.0 19.0 29.5 194.1 24.3 1.01 0.08 2 7.57 8.50 10 35 -2.4 0.1 . 1.6 0.0 7.2 6.4 105.8 '40.3 0.35 0.02 3 0.00 8.50 10 35 -2.4 0.1 1.6 0.0 7.2 6.4 105.8 21.7 0.35 0.02 100031 3.831 9.00 13 1 1 -0.0 -0.61 15.4 0.0 49.11 20.9 169.5 39.0 0.09 0.03 Mern Loc. Lx Ly/Lt Lb Ag Afii lxx lyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in6 1 12.44 310.54 149.3 149.3 3.27 3.27 69.46 2.81 11.58 1.12 13.64 1.76 0.03 98.78 1.37 1.00 1.18 0.69 1.00 2 7.5' 181.68 120.0 60.0 1.21 1.21 69.46 2.81 2.94 0.60 0.00 0.00 0.00 49.72 1.13 1.00 0.00 3 0.00 181.68 120.0 60.0 1.21 1.21 12.59 1.0 2.94 0.60 0.00 0.00 0.00 18.85 1.13 1.00 0.00 10003 3.83 46.01 46.0 46.0 2.52 2.52 33.8 2.80 7.53 1.12 8.53 1.7 0.0 55.09 1.00 1.00 1.13 0.6 0.88 TT-n,r.l 0,,:.,, T ,,..,I, (,... 2 Side Units Type -- - - - Description --- Magi Locl Offset Dir. Coef. Loc. 1 k FD vlEZZ - . -1.00 13/0/0 NA DOWN 1.000 CL I k FL vlEZZ -3.01 13/0/0 NA DOWN 1.000 CL 1 p E> MEZZ SEISMIC->Resolved From Plane 735.00 13/0/0 NA iNnN RIGHT 1.000 OF • p <E vIEZZ SEISMIC-Resolved From Plane -735.00 13/0/0 NA LEFT 1.000 OF I p E> v1EZZ SEISMIC->Resolved From Plane 315.00 27/4/0 NA RIGHT 1.000 OF I _p_ <E MEZZ SEISMIC->Resolved From Plane -315.00 27/4/0 NA LEFT 1 1.000 OF File: 4510-09-Magellan.FBO . , Version: 7.1f - Date:6/19/2009 09-1654 Calculations Package . Time: 7:57:30 AM . . Page: 106 of 148 Origin Factor Def H DefV . Application - Description 1 User 1.000 150 0 1.0E>+ 1.0EG- . E>+EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- . . ZE + EG r No. 3 User 1.000 150 0 1.0 EB> 4 User 1.000 150 0 1.0 <ES . EB 5 System . 1.000 0 180 1.0 L I 6 . System 1.000 0 180 0.700 WI> . A'!> 7 System 1.000 0 . 180 0.700<WI <Wi 8 System 1.000 0 180 0.700W2> A'2> 9 . System . 1.000 0 180 0.700<W2 . . W2 10 System Derived 1.000 0 180 0.700WPAI . WPAI 11 System Derived 1.000 0 180 0.700WPD1 . A'PDI 12 System Derived 1.000 0 180 0.700WPA2 . . . VPA2 13 System Derived 1.000 0 180 0.700 WPD2 . . WPD2 14 System Derived 1.000 0 180 0.700 WPB . WPBI 15 System Derived 1.000 0 180 0.700WPC1 . . . IPCI 16 System Derived 1.000 0 180 0.700WPB2 . . VPB2 17 System Derived 1.000 0 180 0.700 WPC2 . WPC2 18 System 1.000 60 0 0.700 WI> VI> 19 System 1.000 .60 0 0.700<W1 . . . :WI 20 System 1.000 60 0 0.700 W2> V2> 21 System 1.000 60 . 0 0.700 <W2 . :W2 22 System Derived 1.000 60 0.700WPAI . VPAI 23 System Derived 1.000 60 0 0.700WPD1 VPDI 24 System Derived 1.000 . 60 0 0.700WPA2 ... . . VPA2 25 System Derived 1.000 60 0 0.700 WPD2 WPD2 26 System Derived 1.000 60 0 0.700 WPB 1 WPB1 27 System Derived 1.000 60 0 0.700 WPC I . WPCI 28 System Derived 1.000 60 0 0.700WPB2 VPB2 29 System Derived 1000 60 0 0.700 WPC2 WPC2 Description . Ratio Deflection (in.) IMemberl Joint ILoadCasel Load Case Description Max. Horizontal Deflection v1ax. Vertical Deflection for Span I (H154015) (L/99999) 0.006 0.000 1 . . 1 2 2 1 17 E> + EG- WPC2 * Negative horizontal deflection is left * Negative vertical deflection is down . . Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. rr..r 7 r4 File: 4510-09-Magellan.FBO . . . Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:3OAM Page: 108 of 148 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle Group Trib. Override Design Status -71 11/6/0 1 16/3/0 lRigid Frame 90.0000 - Stress Check Design Load Combinations - Framin No. Origin Factor Application Description System 1.000 1.0D+1.0FD+1.0CG+1.0L> D+FD+CG+L> 2 System 1.000 I.0D+1.0FD+ I.00G+ 1.0<L D+FD+CG+<L 3 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 ASL^D+FD+CG+ASLA 4 System 1.000 1.0D+I.0FD+1.0CG+1.0'ASL D+FD+CG+ASL 5 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0PL2 )+FD+CG+PL2(Spans I and 2) 6 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0PL2 )+FD+CG+PL2(Spans2 and 3) 7 System 1.000 1.0D+1.0FD+ 1.0CG+ 1.0PL2 D + FD + CG + PL2(Spans 3 and 4) 8 System 1.000 1.0D+1.0FD+1.0CG+1.0W1> D+FD+CG+WI> 9 System 1.000 1.0D+1.0FD+ 1.0CG+ I.0<WI )+FD+CG+<WI 10 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 W2> D + FD + CO + W2> 11 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <W2 D + FD + CG + <W2 12 System 1.000 0.600 D+ 0.600 FD+ 0.600 CU + 1.0 WI> D + FD + CU + WI> 13 System 1.000 0.600 D+0.600 FD+0.600 CU+ I.0<W1 D+ FD+CU+<WI 14 System 1.000 0.600 D+0.600 FD+ 0.600CU+ 1.0 W2> D+FD+CU+W2> IS System 1.000 0.600 D + 0.600 FD+ 0.600 CU + 1.0 <W2 )+ FD + CU + <W2 16 System 1.000 1.0D+I.0FD+ 1.0CG+I.0FL D+FD+CG+Fl, 17 System 1.000 1.0 D + 1.0 FD + 1.0 CG ) + FD + CG 18 System 1.000 1.0D+ I.OFD+ 1.0CG+0.750L+0.750W1> )+FD+CG+L+WI> 19 System 1.000 1.0D+I.0FD+ 1.0CG+0.750L+0.750<WI D+FD+CG+L+<W1 20 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 W2> D + FD + CG + L + W2> 21 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750<W2 )+FD+CG+L+<W2 22 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L>+0.750FL D+FD+CG+L>+FL 23 System 1.000 1.0D+1.0FD+ 1.00G+0.750<L+0.750Fl, )+FD+CG+<L+FL 24 System 1.000 I.OD+ 1.0 FD+ 1.0CG+0.750ASL+0.750 FL )+FD+CG+ASL'+FL 25 System 1.000 1.0 D+ 1.0FD+ 1.0CG+0.750AASL+0.750 FL )+FD+CG+AASL+Fl, 26 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WI> + 0.750 FL )+FD+CG+L+WI>-4-FL 27 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <WI + 0.750 FL )+FD+CG-4-L+<WI+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 W2> + 0.750 FL )+FD+CG+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 + 0.750 FL )+FD+CG+L+<W2+FL 30 System 1.000 I.OD+ 1.0 FD+ 1.00G+0.750Fl, D+FD+CG+FL 31 System 1.000 I.OD+1.OFD+1.00G+0.910E>+0.700EG+ D+FD+CG+E+EG+ 32 System 1.000 l.OD+ 1.0FD+ l.00G+0.910<E+0.700EG+ D + FD + CG + <E + EG+ 33 System 1.000 .600 D+ 0.600 FD + 0.600 CU+ 0.910 E> + 0.700 EG- )+ FD + CU + E>+ EG- 34 System 1.000 0.600 D+ 0.600 FD+ 0.600 CU + 0.910 <E+0.700 EG- D + FD+ CU + <E+EG- 35 Special 1.000 1.OD+1.OFD+I.00G+I.750E>+0.700EG+ D+FD+CG+E>+EG+ 36 Special 1.000 I.0D+1.0FD+ I.00G+1.750<E+0.700EG+ )+FD+CG+<E+EG+ 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EG- D + FD + CU + E> + EG- 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EG- D + FD + CU + <E + EG- 39 AISC - Special 1.000 1.0 D + 1.0 FD + 1.0 CG + 2.450 E + 0.700 EG+ ) + FD + CG + E> + EG+ 40 AISC - Special 1.000 1.0D+ I.OFD+ I.00G+2.450<E+0.700EG+ )+FD+CG+<E+EG+ 41 AISC - Special 1.000 0.600D+ I.OFD+0.600CU+2.450E>+0.700EG- D + FD + CU + E> + EG- 42 ftdSC- Special 1.000 0.600D+ 1.0 FD+0.600 CU + 2.450 <E + 0.700 EG- D+FD+CU+<E+EG- 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG •+ 1.0 WPA1 ) + FD + CG + WPAI 44 System Derived 1.000 0.600 D + 0.600 FD+0.600 CU + 1.0WPAI ) + FD+CU +WPAI 45 System Derived 1.000 l.OD+I.OFD+ 1.0CG+0.750L+0.750WPA1 )+FD+CG+L+WPA1 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPAI + 0.750 FL )+FD+CG+L+WPAI+FL 47 System Derived 1.000 1.0D+ I.OFD+ 1.0CG+ I.OWPDI . )+FD+CG+WPD1 48 System Derived 1.000 0.600 D+ 0.600 FD + 0.600 CU + 1.0 WPDI . D+ FD+CU+ WPD1 49 System Derived 1.000 1.0D+ I.OFD+ I.0CG+0.750 L+0.7SOWPDI )+ FD+CG+L+WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL )+FD+CG+L+WPDI+FL 51 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WPA2 D + FD + CG + WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D+FD+CU+WPA2 53 System Derived 1.000 l.OD+ 1.0FD+ I.00G+0.750L+0.7SOWPA2 )+FD+CG+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPA2 + 0.750 FL )+FD+CG+L+WPA2+FL 55 System Derived 1.000 1.0D+ I.OFD+ I.00G+ 1.0 WPD2 )+FD+CG+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 57 System Derived 1.000 1.0D+ I.OFD+ I.00G+0.750L+0.750WPD2 D+FD+CG+L+WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPD2 + 0.750 FL )+FD+CG+L+WPD2+FL 59 System Derived 1.000 I.0D+1.0FD+ 1.0CG+ 1.O WPB I D+FD+CG+WPB1 60 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB D + FD + CU + WPB1 File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 &- 09-1654 Calculations Package Time: 7:57:30 AM Page: 109 of 148 61 System Derived 1.000 1.0D+ 1.0 FD+ 1.0CG+0.750L+0.750WPBI D+FD+ CG+L+WPBI 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB + 0.750 FL D+FD+CG+L+WPB 1+FL 63 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0WPCI D+FD+CG+WPC1 64 System Derived 1.000 0.600 D + 0.600 FD+0.600 CU + 1.0 WPC D + FD + CU+ WPCI 65 System Derived 1.000 1.0D+ 1.0 FD+ 1.0CG+0.750L+0.750WPC1 D+FD+CG+ L+WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC + 0.750 FL D+FD+CG-l-L+WPCl+FL 67 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WPB2 D+FD+CG+WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 D + FD + CU + WPB2 69 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.7SOWPB2 D+FD+CG+L+WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 + 0.750 FL D+FD+CG+L+WPB2+FL 71 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WPC2 D+ FD+CG+WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 D + FD + CU + WPC2 73 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.7SOWPC2 D+FD+CG+L+WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 + 0.750 FL D+FD+CG+L+WPC2+FL 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D+FD+CG+E>+EG++EB> 76 System Derived 1.000 1.6 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG-I- + 0.273 EB> D+FD+CG+E>+EG++EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> D+FD+CG±<E+EG±FEB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG-1- + 0.273 EB> D+FD+CG+<E+EG±+EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E + 0.700 EG- + 0.9 10 EB> D+FD+CU+E>+EG-+EB> 80 System Derived . 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.9 10 E> + 0.700 EG- + 0.273 EB> D+FD+CU+E>+EG-+EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> D+FD+CU+<E+EG-+EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D+FD+CU+<E+EG-+EB> 83 Special 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.750 EB> + 0.700 EG+ D+FD+CG+EB>+EG-1- 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- D + FD + CU + EB> + EG- 85 AJSC- Special 1.000 1.0D+ 1.0FD+ 1.0CG+2.450 EB> +0.700 EG-'- D+FD+CG+EB>+EG+ 86 AISC- Special 1.000 0.600D+ 1.OFD+0.600CU+2.4SO EB> +0.700 EG- D + FD + CU + EB> + EG- 87 Sysiem Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG-1- + 0.910 <EB D+FD+CG+E>+EG++<EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D+FD+CG+E>+EG++<EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB D+FD+CG+<E+EG-H-<EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG-1- + 0.273 <EB D+FD+CG+<E+EG++<EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB D+FD+CU+E+EG-+<EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 F> + 0.700 EG- + 0.273 <EB D+FD+CU+E>+EG-+<EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D+FD+CU+<E+EG-+<EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D+FD+CU+<E+EG-+<EB 95 Special 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.750 <EB + 0.700 EG-4- D + FD + CG + <EB + EG-1- 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- D + FD + CU + <EB + EG- 97 AISC- Special 1.000 1.0D+ 1.0 FD+ 1.0 CG + 2.450 <EB + 0.700 EG+ D + FD + CG + <EB + EG+ 98 AISC- Special 1.000 0.600 D+ 1.0FD+0.600CU+2.450 <EB +0.700 EG- D+FD+CU+<EB+EG- Frame Member Sizes Mem. No. Fig Width (in.) F1gThk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight (p) FlgFy (ksi) WebFy (ksi) Splice Jt.1 Codes Jt2 Shape 10003 5.00 0.1345 0.1345 9.00 9.00 3.83 38.9 55.00 55.00 SS SS 3P 1 6.00 0.5000 0.3125 28.00 28.00 26.61 1365.1 50.00 50.00 BP KN 3P 2 6.00 0.5000 0.3750 34.00 28.00 10.33 508.7 50.00 50.00 KN SS 3P 3 6.00 0.3750 0.3125 28.00 17.00 14.50 569.5 50.00 50.00 SS SP 3P 4 6.00 0.3750 0.3125 17.00 28.00 15.50 608.0 50.00 50.00 SP SS 3P 5 6.00 0.5000 0.3750 28.00 34.00 10.97 554.2 50.00 50.00 SS KN 3P 6 6.00 0.5000 0.3125 28.00 28.00 1 25.53 1 1340.1 50.00 50.00 1 BP KN 3P Total Frame Weight = 4984.5 (p) (Includes all plates) Frame Pricing Weight = 5301.3 (p) (Includes all pieces) Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 52/10/0 0/0/0 Yes Yes No I 0/0/0 0/0/0 0.0000 10003 0/0/0 22/4/12 Yes Yes Yes 0/0/0 0/0/0 0.0000 Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 8.0 7.7 FD 0.0 0.0 8.5 8.5 CG 0.0 0.0 8.2 8.1 L> 0.0 0.0 15.2 14.6 0.0 0.0 15.2 14.6 File: 45 10-09-Magellan.FBO Version: 7.1 f . Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 110 of 148 ASLA 0.0 0.0 14.2 13.6 AASL 0.0 0.0 1.0 1.0 WI> 8.9 9.4 11.4 11.1 <Wi 9.8 11.1 19.4 18.9 W2> 11.5 12.6 4.7 4.5 <W2 7.2 7.9 12.7 12.3 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 28.4 28.4 L 0.0 0.0 15.2 14.6 12.7 13.3 0.0 0.1 EG-i- 0.1 0.0 3.8 • 3.8 12.7 13.3 0.0 0.1 EG- 0.1 0.0 3.8 3.8 WPAI 1.5 0.3 15.1 13.8 WPDI 10.4 11.5 12.6 12.5 WPA2 4.0 3.5 8.1 7.7 WPD2 7.8 8.3 5.7 6.0 WPBI 1.5 0.4 17.3 15.9 WPCI 10.3 11.5 13.5 13.3 WPB2 4.1 3.6 10.4 9.8 WPC2 7.8 8.3 6.6 6.8 EB> 0.0 0.0 0.0 38.9 <EB 0.0 0.0 0.0 38.7 R9ce Pint. S,immsn, X-LOC - Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 8.5-i 1 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 52/10/0 1 8.5-A I 6 0.500 ii 29 6 1.500 A36 OS-0.2500 OS-0.2500 W.h Stffener Summat Mem. No. Stiff. No. Desc. Loc. Web Depth .(in.) h/t a/h a (in.) Thick. JL Width JL Side Welding Description I I S3 23.69 27.000 N/A N/A N/A 0.5000 2.500 Both F-FP,W-OS-0.1875 1 2 S5 21.62 26.771 85.67 N/A N/A 0.1875 2.500 Both W-OS-0.1875 1 3 S5 20.88 26.779 85.69 N/A N/A 0.1875 2.500 Both W-OS-0.1875 1 4 S5 1.65 26.984 86.35 N/A N/A 0.5000 5.000 Near W-BS-0.1875 3 1 S5 5.31 23.220 74.30 N/A N/A 0.5000 5.000 Near W-BS-0.1875 6 1 S9 22.66 26.761 1 85.63 N/A I N/A 0.5000 2.500 Both W-OS-0.1875 flnitMl 1ndPIste Mnnapnt Cnflfl.ctlnflc (AISC flC.-1I - Fv = 55 kci End-Plate Dimensions Bolt Outside Flange Inside Flange Thick. Width Length Diam. Spec/Joint Gages in/Out Configuration Pitches 1st/2nd Ccrnfiguration Pitches lstl2nd Mem. it. Type ID Desc. (in.) ID I Desc. (in.) No. No. (in.) I (in.) (in.) 1000 2 CIP 0.250 6.00 10.00 0.500 A325N1PT 3.00 ii Flush 1.50 ii Flush 1.50 3 1 2 KN(Face) 0.750 6.00 35.02 0.750 A325XIPT 3.50 14 Flush 2.00/2.00 14 Flush 2.00/2.00 2 1 KN(Face) 0.750 6.00 34.99 0.750 A325X/PT '3.50 14 Flush 2.00/2.00 14 Flush 2.00/2.00 3 2 SP 0.375 6.00 20.40 0.750 A325XJPT 3.50 12 Flush 2.00 31 Extended 3.50 4 1 SP 0.375 6.00 20.40 0.750 A325X/PT 3.50 12 Flush 2.00 31 Extended 3.50 5 2 KN(Face) 0.750 6.00 37.25 0.750 A325X/PT 3.50 33 Extended 3.50/2.00 14 Flush ' 2.00/2.00 6 2 1 KN(Face) 1 0.750 1 6.00 1 37.25 1 0.750, A325X/PT 1 3.50 1 33 Extended 3.50/2.00 14 Flush 2.00/2.00 Required Strength - Out - Available Strength -Out Required Strength - In - Available Strength - In - Mem. - it Ld Axial Shear Moment Design Shear Moment IA Axial I Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) ' (in-k) 1000 2 1 -0.0 1.4 38.0 Thin plate 37.7 67.0 13 -0.0 1.2 34.2 Thin plate 37.7 67.0 3 1 2 40 -3•4 18. 4009.8 Thin plate 265.1 3901.5 41 -0.5 12.2 3413.7 Thin plate 265.1 3901.5 2 1 40 -3.4 18. 4009.8 Thin plate 265.1 3901.5 41 -0.5 12.2 3413. Thin plate 26 5.1 3901.5 3 2 13 2.5 3.5 . 323.6 Thin plate 159.0 351.9 3 -4.0 0.7 549.2 Thin plate 159.0 542.4 4 1 13 2.5 3.5 323.6 Thin plate 159.0 351. 3 -4.0 0.7 549.2 Thin plate 1590 542.4 5 2 39 -3. 20.2 4102.4 Thick plate 265.1 4970.1 42 1.0 12.3 3540.2 Thin plate 265.1 3901.5 6 2 39 -3. 20.2 41O2. Thickplate 265.1 4970.1 42 1.0 12.3 3540.2 Thin plate 265.1 3901.5 File: 4510-09-Magellan.FBO ' Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2009 em- e Time: 7:57:30 AM Page: 111 of 148 Member From Member Joint 1 From Side Point 1 Part Design Note 1 21/0/0 21/0/0 SF83004 1 22/10/9 22/10/9 (2)FB3050 2 3/4/0 6/6/3 (2)FB4040 3 10/4/0 21/6/3 FB2114 4 10/10/0 36/6/3 FB3030 5 1 5/4/0 1 46/6/3 1 (2)FB4040 Pnt X-Loc Grid Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length nt Length Size bearing required? w/stiff Width 0/0/0 8.5 -J -Moment 10.98 1.10 18.0 2 1.47 26.88 N 0.37 26.88 N - rnnfrnllin, I ..,I (' rnI Mvinnn Cnmhind Str.sr.s nor Memher 11 orations are from Joint 1 - Controlling Cases Required Strength - Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr I Vr Mnc Miy Pc Vc Mcx Mcy + Shear' No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 10003 3.83 9.00 1 1 -0.0 -1.4 -38.0 0.0 49.1 20.9 169.5 39.0 0.22 0.07 1 23.72 28.00 90 90 -13.1 -8.6 -2026.2 0.0 313.5 92.4 4183.6 289.8 0.51 0.09 2 6.81 29.76 9 2 0.1 11.6 -683.7 0.0 503.6 149.5 1912.4 300.3 0.36 0.09 3 5.37 23.93 13 90 2.5 9.1 -568.9 0.0 352.3 107.1 1001.4 219.5 0.57 0.10 4 0.00 17.00 60 76 5.6 -8.5 -256.2 0.0 287.3 95.6 791.3 214.4 0.33 0.09 5 8.70 34.00 76 28 -2.' -13.1 -1993.4 0.0 361.6 129.8 6077.8 304.8 0.33 0.10 6 11.37 28.00 83 88 1 -85.5 8.7 0.0 0.0 111.9 92.4 4183.6 289.8 0.76 0.09 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10003 3.83 46.01 46.0 46.0 2.52 2.52 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.67 0.88 1 23.72 284.69 10.1 10.1 14.44 14.44 1647.08 18.07 117.65 6.02 139.45 9.66 0.78 3416.11 1.01 1.00 1.19 1.00 0.75 2 6.81 559.88 180.1 180.1 16.79 16.79 2028.27 18.13 136.29 6.04 165.35 10.01 1.01 3880.58 1.18 1.00 1.21 1.00 1.00 3 5.37 559.88 180.1 180.1 11.74 11.74 948.27 13.56 79.26 4.52 94.96 7.32 0.45 1880.21 1.02 1.00 1.20 1.00 1.00 4 0.00 559.88 180.1 9.58 958 422.74 13.5 49.73 4.51 58.04 7.15 0.38 935.6 1.0 1.00 1.l 1.00 1.00 5 8.70 559.88 :80.1 40.4 40.4 18.38 18.38 2806.53 18.15 165.09 6.05 202.59 10.16 1.09 5090.8: 1.11 1.00 1.23 1.000.73 6 11.3 272.9 56.0 156.0 14.44 14.4 1647.08 18.0 117.65 6.0? l39.4 9.66 0.78 3416.11 3.00 1.00 1.19 1.00 0.9 Ilcer flcf.ned Frame Pnint Ixiads fnr Cross Sertinn, RS Side Units Type Description Magi Loci Offset HorV Supp. Dir. Coef. Loc. I k FL MEZZ -1.01 13/0/0 Ni NA N DOWN 1.000 CL I p E> MEZZ SEISMIC-Resolved From Plane 2275.00 13/0/0 N/ NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -2275.00 13/0/0 N/ NA N LEFT 1.000 OF 1 p E' MEZZ SEISMIC-Resolved From Plane 975.00 27/4/0 N/ NA N RIGHT 1.000 OF 1 p <E MEZZ SEISMIC->Resolved From Plane -975.00 27/4/0 N/ NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC-Resolved From Plane 3150.00 13/0/0 N/ NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC-Resolved From Plane -3150.00 13/0/0 Ni NA N LEFT 1.000 OF 4 p E> MIEZZ SEISMIC-Resolved From Plane 1350.00 26/2/11 N/ NA N RIGHT 1.000 OF 4 •••_ <E N= SEISMIC-Resolved From Plane -1350.00 26/2/11 N/ NA N LEFT 1.000 OF User Defined Frame Line Loads for Cross Section: 8.5 Side Units Type Description Magi Locl Mag2 Loc2 Supp. Dir. Coef. Loc. 3 plf CG (12) 250# RTU->Resolved From Plane -200.98 40/4/2 -200.98 50/3/14 N DOWN 1.000 OF 4 plf WI> IO PSF MIN-Resolved From Plane 225.00 0/0/0 225.00 26/2/1 I N RIGHT 1.000 OF 4 plf <WI IO PSF MIN-Resolved From Plane -225.00 0/0/0 -225.00 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN-Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN-Resolved From Plane -225.00 0/0/0 -225.00 26/2/11 N LEFT 1.000 OF 4 plf WPA1 I0 PSF MIN-Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf WPDI 10 PSF MIN-Resolved From Plane -225.00 0/0/0 -225.00 26/2/11 N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN-Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 IO PSF MIN->Resolved From Plane -225.00 0/0/0 -225.00 26/2/11 N RIGHT -1.000 OF 4 plf WPBI 10 PSF MIN-Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf WPCI I0 PSF MIN->Resolved From Plane -225.00 0/0/0 -225.00 26/2/11 N RIGHT -1.000 OF 4 plf WPB2 10 PSF MIN->Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF iL WPC2 10 PSF MIN->Resolved From Plane -225.00 0/0/0 -225.00 26/2/11 N RIGHT -1.000 OF File: 4510-09-Magellan.FBO Version: 7.1f 09-1654 Calculations Pack Date: 6/19/2009 age Time: 7:57:3OAM Page: 112 of 148 r ..I r__k:...a1...., r.......: IJCIICLIIUU No. Iuau Origin Factor Def H Def V Application Description User 1.000 150 0 1.OE>+ 1.0EG- >+EG- 2 User 1.000 150 0 ............. 1.0 <E + 1.0 EG- (E + EG- 3 User 1.000 150 0 LOEB> B> 4 User 1.000 150 0 1.0<EB :EB 5 System 1.000 0 180 1.0 L 6 System 1.000 0 180 0.700 WI> VI> 7 System 1.000 0 180 0.700<WI <W1 S System 1.000 0 180 0.700 W2> V2> 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700WPAI VPA1 11 System Derived 1.000 0 180 0.700WPDI WPD1 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 VPD2 14 System Derived 1.000 0 180 0.700 WPB I WPB1 15 System Derived 1.000 0 180 0.700 WPC 1 WPCI 16 System Derived 1.000 0 180 0.700 WPB2 WPB2 17 System Derived 1.000 0 180 0.700 WPC2 WPC2 18 System 1.000 60 0 0.700 WI> WI> 19 System 1.000 60 0 0.700<WI ZWI 20 System 1.000 60 0 0.700 W2> W2> 21 System 1.000 60 0 0.700<W2 <W2 22 System Derived 1.000 60 0 0.700 WPA1 VPA1 23 System Derived 1.000 60 0 0.700WPD1 WPDI 24 System Derived 1.000 60 0 0.700 WPA2 WPA2 25 System Derived 1.000 60 0 0.700WPD2 VPD2 26 System Derived 1.000 60 0 ).700 WPB I rPB1 27 System Derived 1.000 60 0 0.700 WPC I WPC1 28 System Derived 1.000 60 0 .700 WPB2 WPB2 29 1 System Derived 1 1.000 60 0 1.700 WPC2 WPC2 L.ouruI..rIg riallic flCfl&Ct.IIUU flUIIJ3 WI ta Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection (H/157) 1.833 6 2 1 E>+EG- Max. Vertical Deflection for Span I (L/1412) -0.416 4 1 5 L * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwatl diaphragms. Therefore, these deflections may be considerably overstated. 54 File: 4510-09-Magellan.FBO Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2009 e Time: 7:57:30 AM Page: 114 of 148 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle I Group I Trib. Override Design Status 33/6/0 1 18/9/0 Rigid Frame 90.0000J - Stress Check System 1.000 1.0D+I.0FD+I.0CG+1.0L> )+FD+CG+L> 2 System 1.000 I.0D+1.0FD+1.0CG+I.0<L )+FD+CG+<L 3 System 1.000 I.OD+I.OFD+ 1.0CG+I.0ASL )+FD+CG+ASL' 4 System 1.000 I.0D+1.0FD+I.0CG+1.0AASL D+FD+CG+AASL 5 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 PL2 ) + FD + CG + PL2(Spans I and 2) 6 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 PL2 D + FD + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 PL2 )+FD+CG+PL2(Spans3 and 4) 8 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0W!> D+FD+CG+WI> 9 System 1.000 1.0D+1.0FD+1.0CG+1.0<W1 )+FD+CG+<WI 10 System 1.000 1.0D+1.0FD+1.0CG+1.0W2> D+FD+CG+W2> 11 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <W2 D + FD + CG + <W2 12 System 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0 WI> )+FD+CU+WI> 13 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0<WI )+ FD+CU+<WI 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0W2> D+FD+CU+W2> 15 System 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0<W2 )+FD+CU+<W2 16 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 FL D + FD + CG + FL 17 System 1.000 1.0 D + 1.0 FD + 1.0 CG D + FD + CG 18 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750W1> )+FD+CG+L+W1> 19 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750<Wl )+FD+CG+L+<Wl 20 System 1.000 1.0D+1.0FD+ I.0CG+0.750L+0.750W2> D+FD+CG+L+W2> 21 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750<W2 D+FD+CG+L+<W2 22 System 1.000 I.OD+I.OFD+ 1.0CG+0.750L>+0.750FL D+FD+CG+L>+FL 23 System 1.000 1.0D+1.0FD+ I.0CG+0.750<L+0.750FL D+FD+CG+<L+FL 24 System 1.000 1.0D+ 1.0 FD+ 1.0 CG+0.75OASLA+0.750Fl, )+FD+CG+ASL+FL 25 System 1.000 1.0D+ I.OFD+ 1.0 CG+0.750ASL+0.750 FL )+FD+CG+ASL+FL 26 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WI> + 0.750 FL )+FD+CG+L+WI>+FL 27 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <WI + 0.750 FL )+FD+CG+L+<WI+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CG+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CG+L+<W2+FL 30 System 1.000 1.0D+ 1.0FD+ I.0CG+0.750FL )+FD+CG+FL 31 System 1.000 1.0D+1.0FD+I.0CG+0.9I0E>+0.700EG+ )+FD+CG+E+EG± 32 System 1.000 1.0D+1.0FD+1.0CG+0.910<E+0.700EG+ D+FD+CG+<E+EG+ 33 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E+ 0.700 EG- D + FD+ CU + E> + EG- 34 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- ) + FD + CU + <E + EG- 35 Special 1.000 I.0D+1.0FD+I.0CG+I.750E>+0.700ECH D+FD+CG+E>+EG+ 36 Special 1.000 1.0D+1.0FD+ 1.0CG+I.750<E+0.700E&f D+FD+CG+<E+EG+ 37 Special 1.000 0.600 D+ 0.600 FD + 0.600 CU + 1.750 E+ 0.700 EG- ) + FD + CU + E>+ EG- 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.750 <E+0.700EG- D+FD+ CU+<E+EG- 39 AISC - Special 1.000 I.OD+I.OFD+ 1.0CG+2.450E>+0.700EG+ D+FD+CG+E>+EG-f 40 AISC - Special 1.000 I.OD+I.OFD+ I.0CG+2.450<E+0.700EG+ D+FD+CG+<E+EG+ 41 AISC- Special 1.000 0.600D+ 1.0FD+ 0.600 CU + 2.450 E> + 0.700 EG- )+FD+CU+E'+EG- 42 AISC- Special 1.000 0.600D+ !.OFD+0.600CU+2.450<E+0.700 EG- )+FD+ CU+<E+EG 43 System Derived 1.000 I.OD+ !.OFD+ 1.0CG+ I.0WPA1 )+FD+CG+WPAI 44 System Derived 1.000 0.600 D+0.600 FD+ 0.600 CU + 1.0 WPAI D + FD + CU +WPAI 45 System Derived 1.000 1.0 D+ 1.0FD+ 1.0CG+0.750L+0.750WPAI )+FD+ CG+L+WPA1 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CG-FL+WPAI+FL 47 System Derived 1.000 l.OD+l.OFD+ 1.0CG+ 1.0WPDI )+FD+CG+WPDl 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI ) + FD + CU + WPDI 49 System Derived 1.000 1.0D+ !.OFD+ 1.0CG+0.750 L+0.75OWPD1 )+FD+ CG+L+WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPDI + 0.750 FL )+FD+CG+L+WPDI+FL 51 System Derived 1.000 !.OD+ 1.0 FD+ 1.0 CG+ 1.0 WPA2 D+FD+CG+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 ) + FD + CU + WPA2 53 System Derived 1.000 1.0D+1.0FD+ I.00G+0.750L+0.750WPA2 )+FD+CG+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPA2 + 0.750 FL )+FD+CG+L+WPA2+FL 55 System Derived 1.000 1.0D+ 1.0FD+ l.00G+ 1.0 WPD2 D+FD+CG+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 57 System Derived 1.000 I.OD+ 1.0 FD+ l.00G+0.750L+0.750WPD2 )+FD+CG+L+WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPD2 + 0.750 FL )+FD+CG-1-L+WPD2+FL 59 System Derived 1.000 1.0D+1.0FD+ l.00G+ I.O WPB ! )+FD+CG+WPBI 60 System Derived 1.000 0.600 D+ 0.600 FD + 0.600 CU + I.O WPB I ) +FD + CU+WPBI File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 115 of 148 61 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.7SO WPB 1 D+FD+CG+L+WPB1 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB I + 0.750 FL D+FD+CG+L+WPBI+FL 63 System Derived 1.000 1.0 D+ 1.0FD+ 1.0 CG+ 1.0 WPC D+FD+CG+WPC1 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC D + FD + CU + WPCI 65 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.7SO WPC I D-fFD+CG+L+WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC + 0.750 FL D+FD+CG+L+WPCI+FL 67 System Derived 1.000 l.OD+ 1.0 FD+ 1.000+ 1.0 WPB2 D+ FD+CG+WPB2 68 System Derived 1.000 0,600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 ) + FD + CU + WPB2 69 System Derived 1.000 1.0D+ l.OFD+ 1.0 CO+0.750L+0.750WPB2 )+FD+CG+L+WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 + 0.750 FL D+FD+CG+L+WPB2+FL 71 System Derived 1.000 1.0 D+ 1.0FD+ 1.0 CG+ 1.0 WPC2 D+FD+CG+WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 ) + FD + CU + WPC2 73 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.750WPC2 )+FD+CG+L+WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 + 0.750 FL )+FD+CG-4-L+WPC2+FL 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 EB> )+FD+CG-1-E>-4-EG-H-EB> 76 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 EB> D+FD+CG+E>+EG++EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 EB> D+FD+CG+<E+EG++EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 EB> D+FD+CG-f<E+EG4+EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E + 0.700 EG- + 0.910 EB> D+FD+CU+E'+EO-+EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E + 0.700 EG- + 0.273 EB> . D+FD+CU+E4EO-+EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> D+FD+CU+<E+EO-+ES> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D+FD+CU+<E+EO-+EB> 83 Special 1.000 1.0D+ 1.0FD+ 1.0 CO+ 1.750 EB> +0.700 EG-1- )+FD+CO+EB>+EG+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- D + FD + CU + EB> + EO- 85 AISC - Special 1.000 1.0D+1.0FD+ 1.00O+2.450 EB> +0.700EG+ )+FD+CG+EB>+EG-f 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- D + FD + CU + EB> + EO- 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG-'- + 0.910 <EB )+FD+CG+E>+EG-H-<EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 <EB )+FD+CG+E>+EG++<EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG-1- + 0.910 <EB D+FD+CG-4-<E+EG++<EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG+ 0.910 <E+ 0.700 EG+ + 0.273 <EB )+FD+CG+<E+EG-H-<EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB )+FD+CU+E>+EO-+<EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D+FD+CU+B>+EO-+<EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D+FD+CU+<E+EO-+<EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.9 10 <E + 0.700 EG- + 0.273 <EB )+FD+CU+<E+EG-+<EB 95 Special 1.000 1.0 D+ l.OFD+ 1.0 CG+ 1.750 <EB +0.700EG+ D+FD+CO+<EB+ EO+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- ) + FD + CU + <EB + EG- 97 AISC - Special 1.000 1.0D+ 1.0FD+ 1.00O+2.450 <EB +0.700EG+ )+FD+CG+<EB+EG+ 98 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EG- ) + FD + CU + <EB + EO- Frame Member Sizes Mern. No. Fig Width (in.) Fig Thk (in.) Web Thk (in.) Depth (in.) Depth2 (in.) Length (ft) Weight (p) Web Fy (ksi) Splice ill Codes Jt.2 Shape 10003 5.00 0.1345 0.1345 9.00 9.00 3.83 38.9 55.00 SS SS 3P 6.00 0.5000 0.3125 28.00 28.00 26.61 1362.6 50.00 BP KN 3P 2 6.00 0.5000 0.3750 34.00 22.00 10.33 476.8 r50.00 50.00 K}4 SS 3P 3 6.00 0.3750 0.2500 22.00 22.00 14.50 497. 50.00. SS SP 3P 4 6.00 0.3750 0.2500 22.00 22.00 15.50 531.1 50.00 SP SS 3P 5 6.00 0.3750 0.3750 22.00 34.00 10.97 475.0 50.00 SS KN 3P 6 6.00 0.5000 0.3125 28.00 28.00 25.53 1318.3 50.00 BP KN 3P Total Frame Weight = 4700.3 (p) (Includes all plates) Frame Pricing Weight = 4918.4 (p) (Includes all pieces) flnllndflnl ('nnrlifinn Siimmnry Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ1) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 52/10/0 0/0/0 Yes Yes I No 0/0/0 0/0/0 0.0000 10003 0/0/0 22/4/12 Yes Yes Yes 0/0/0 0/0/0 0.0000 Sum of Forces with Reaction Check- Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 7.5 7.3 FD 0.0 0.0 7.1 7.1 CO 0.0 0.0 5.6 5.5 1?- 0.0 0.0 14.7 14.2 <L 0.0 0.0 14.7 14.2 File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 116 of 148 ASIP 0.0 0.0 11.2 10.7 ASL 0.0 0.0 1.1 1.1 WI> 6.2 6.1 9.3 9.1 <WI 7.5 7.6 16.1 15.8 W2> 9.2 9.2 4.0 3.9 <W2. 4.5 4.6 10.8 10.7 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 25.4 25.4 L 0.0 0.0 14.7 14.2 E> 11.5 11.5 0.0 0.1 EG+ 0.1 0.0 3.2 3.1, 11.5 11.5 0.0 0.1 EG- 0.1 0.0 3.2 3.1 "Al 2.2 2.3 10.4 10.1 WPDI 8.2 8.3 11.9 11.7 WPA2 0.8 0.7 4.8 4.7. WPD2 5.2 5.3 6.4 6.3 WPBI 2.2 2.3 11.6 11.2 WPC1 8.2 8.3 14.0 13.7 WPB2 0.8 0.8 6.0 5.8 WPC2 5.2 5.2 8.5 8.3 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 'sase rlal.e aul X-Loc uiauy Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web ___ 0/0/0 9-i 1 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 52/10/0 9-A 1 6 0.375 9 29 4 1.000 A36 OS-0.1875 . OS-0.1875 weo iiiieuer Mem. Stiff. uIIJIIIar Desc.. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description 1 1 S3 23.69 27.000 N/A N/A N/A 0.5000 2.500 Both F-FP,W-OS-0.1875 1 2 S5 21.62 26.885 86.03 N/A N/A 0.1875 2.500 Both W-OS-0.1875 1 3 S5 20.88 26.889 86.04 N/A N/A 0.1875 2.500 Both W-OS-0.1875 6 1 S9 22.67 27.012 86.44 N/A N/A 0.3750 2.500 Both W-OS-0.1875 br nr I fl V., -cc p...: nonea Lou-riPPle jnuiiicug tuuucn.unn yn,'.-a'J-, End-Plate Dimensions I - - fl j Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lsti2nd Configuration Pitches IstJ2nd U) I Desc. (in.) ID Desc. (in.) No No J J _) ______ (in). 1000 2 CEP 0.250 6.00 10.00 0.500 A325N/PT 3.00 11 Flush 1.50 11 Flush 1.50 3 1 2 KN(Face) 0.625 6.00 39.52 0.750 A325XIPT .. 3.50 33 Extended 3.50/2.00 32 Extended 3.50/2.00 2 1 KN(Face) 0.625 6.00 39.49 0.750 A325X/PT 3.50 33 Extended 3.50/2.00 32 Extended 3.50/2.00 3 2 SP 0.375 6.00 23.00 0.750 A325X/PT 3.50 11 Flush 0.00 12 Flush 2.00 4 1 SP 0.375 6.00 23.00 0.750 A325X/PT 3.50 11 Flush 0.00 12 Flush 2.00 5 2 KN(Face) 0.625 6.00 39.50 0.750 A325X/PT 3.50 33 Extended 3.50/2.00 32 Extended 3.50/2.00 6 1 2 1 KN(Face) 1 0.625 1 600 1 3950 1 0.750 1 A325X/PT 1 3.50 33 Extended 3.50/2.00 32 Extended 3.50/2.00 Required Strength - Out Available Strength - Out - Required Strength - In AvailableStrength - In Mem. it. - IA Axial Shear Moment Design Shear Moment Ld I Axial I Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1000 2 1 -0.0 1.6 43.8 Thin plate 37.7 67.0 13 -00 1.4 39.4 Thin plate 37.7 67.0 3 1 2 40 2.7 15.9 3406.3 Thin plate 265.1 3971.3 41 -4.6 10.7 2957.2 Thin plate 212.1 3040.6 2 1 40 2.7 15.9 3406.3 Thin plate 265.1 3971.3 41 -4.6 10.7 2957.2 Thinplate 212.1 3040.6 3 2 13 2.4 2.3 287.6 Thin plate 106.0 403.0 3 -3.0 0.4 490.7 Thin plate 159.0 473.3 4 1 13 2.4 2.3 287.6 Thin plate 106.0 403.0 3 -3.0 0.41 490.7 Thin plate 159.0 473.3 5 2 39 -7.7 14.9 3390.9 Thin plate 265.1 3937.2 42 5.6 10.0 2971.2 Thin plate 212.1 3044.0 6 2 39 -7. 14.9 3390.9 Thin plate 265.1 3937.2 42 5. 10.0 2971.2 Thin plate 212.1 3044.0 File: 4510-09-Magellan.FBO Version: 7.1 f 09-1654 Calculations Packag Date: 6/19/2009 e Time: 7:57:30 AM Page: 117 of 148 FIna Rr.re S.i Member From Member Joint I From Side Point I Part Design Note 1 21/0/0 21/0/0 SFB3004 1 22/10/9 22/10/9 (2)FB3050 2 3/4/0 6/6/3 (2)FB4020 3 10/4/0 21/6/3 FB30I0 4 10/10/0 36/6/3 F83010 5 1 5/4/0 1 46/6/3 (2)FB4024 Pam net Post Siimmnn X-Loc Grid Moment Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length 1 nt Length Size bearing required? w/stiff Width 0/0/0 9-1 12.31 1.23 18.0 2 1.65 26.88 N 0.41 26.88 N Vmn,e flesinn Member S,,mmar*, - ('nntrnlli..0 load ('ace and Maimiim Combined Stresses ncr Member (Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr I Vr Mnc Miy Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k . k in-k in-k Flexure 10003 3.83 9.00 1 1 -0.0 -1.6 -43.8 0.0 49.1 20.9 169.5 39.0 0.26 0.08 1 23.72 28.00 32 32 -11.0 -7.4 -1637.7 0.0 313.5 92.4 4183.6 289.8 0.41 0.08 2 4.48 29.05 82 2 1.6 9.3 -965.9 0.0 495.6 153.5 2340.4 299.6 0.41 0.07 3 0.00 22.00 82 32 1.9 7.3 -723.3 0.0 294.4 60.0 1286.4 212.5 0.57 0.12 4 15.50 22.00 88 88 -3.5 -7.1 -740.3 0.0 183.2 60.0 2306.4 212.5 0.33 0.12 5 8.71 34.00 88 88 -4.1 -8.5 -1546.0 0.0 324.1 127.8 5379.1 237.6 0.29 0.07 6 22.75 28.00 88 76 1 -11.5 6.5 -1593.0 0.0 314.3 92.4 4183.6 289.8 0.40 1 0.07 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10003 3.83 46.01 46.0 46.0 2.52 2.52 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.6 0.88 1 23.72 284.69 10.1 10.1 14.44 14.44 1647.08 18.0 117.65 6.02 139.45 9.66 0.78 3416.11 1.01 1.00 1.19 1.00 0.75 2 4.48 559.98 39.4 39.4 16.52 16.52 1912.94 18.12 131.69 6.04 159.44 9.99 1.00 3693.85 1.0 1.00 1.21 1.00 1.00 3 0.00 559.98 180.1 180.1 9.81 9.81 726.06 13.53 66.01 4.51 76.88 7.08 0.37 1581.52 1.46 1.00 1.16 1.00 1.00 4 15.50 559.98 1201. 120.1 9.81 9.81 726.06 13.53 66.01 4.51 76.88 7.08 0.37 1581.51 1.41 1.00 1.l( 1.01 0.80 5 8.71 559.98 40.4 40.4 16.9' 16.9' 2420.7' 13.65 142.40 4.55 179.30 7.9 0.80 3857.22 1.10 1.00 1.26 1.00 0.72 6 22.75 272.9' 117.0 117.0 14.44 14.44 1647.08 18.0' 117.65 6.02 139.45 9.66 0.78 3416.11 Ii 1.00 1.19 1.00 0.75 User Defined Frme Point Loads for Cross Section: 9 Side Units Type Description Magi Loci Offset HorV Dir. Coef. Loc. 1 k E> MEZZ SEISMIC 2.00 27/3/1 NI NA N RIGHT 1.000 OF I k <E MEZZ SEISMIC -2.01 27/3/1 NI NA N LEFT 1.000 OF 1 p E> MEZZ SEISMIC->Resolved From Plane 2625.00 13/0/0 NI N N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -2625.00 13/0/0 NI NA N LEFT 1.000 OF I p E> MEZZSEISMIC->Resolved From Plane 1125.00 27/4/0 NI NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -1125.00 27/4/0 NI NA N LEFT 1.000 OF 4 k FL MEZZ -3.01 13/0/0 NI NA N DOWN 1.000 CL 4 p E> MEZZ SEISMIC->Resolved From Plane 1610.80 13/0/0 NI NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC-Resolved From Plane -1610.80 13/0/0 NI NA N LEFT 1.000 OF 4 p E> MIEZZ SEISMIC->Resolved From Plane 690.34 26/2/11 NA NA N RIGHT 1.000 OF 4 _p_ <E NIEZZ SEISMIC-Resolved From Plane -690.3 26/2/11 NA NA N LEFT 1.000 OF tlserflefined Frame line loads for Cross Section: 9 Side Units Type Description Magi Locl Mag2 Loc2 Supp. Dir. Coef. Loc. 4 plf WI> l0 PSF MIN-Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf <WI 10 PSF MIN->Resolved From Plane -115.06 0/0/0 -115.0 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN->Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN->Resolved From Plane -115.06 0/0/0 -115.0 26/2/11 N LEFT 1.000 OF 4 plf WPAI l0 PSF MIN-Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf WPDI I0 PSF MIN-Resolved From Plane -115.06 0/0/0 -115.0 26/2/11 N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN-Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 10 PSF MIN-Resolved From Plane -115.0 0/0/0 -115.0 26/2/11 N RIGHT -1.000 OF 4 plf WPB1 10 PSF MIIN->Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf WPCI 10 PSF MIN->Resolved From Plane -115.06 0/0/0 -115.0 26/2/11 N RIGHT -1.000 OF 4 plf WPB2 10 PSF MIN->Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 .!L WPC2 IO PSF MIN->Resolved From Plane -115.06,0/0/0 -115.01 26/2/I1 N RIGHT -1.000 OF File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 118 of 148 No.. Origin Factor Def H Def V Application Description 1' User 1.000 150 0 I.OE>+ 1.0EG- E>+EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- <E + EG- 3 User 1.000 150 0 1.0 EB> , . 4 User 1.000 150 0 1.0 <EB . :EB 5 . SystemS 1.000 0 180 1.0 L L 6 System 1.000 0 180 0.700 Wi> , VI> 7 System 1.000 0 180 0.700<WI <WI 8 System 1.000 10 180 0.700W2> V2> 9 'System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700WPAI " VPAI II System Derived 1.000 0 180 0.700WPDI I " VPDI 12 System Derived 1.000 0 180 0.700WPA2 , WPA2 13 System Derived 1.000 0 180 0.700 WPD2 . WPD2 14 System Derived 1.000 0 180 0.700 WPB I WPBI 15 System Derived 1.000 0 180 0.700 WPC 1 VPCI 16 System Derived 1.000 0 180 0.700WPB2 . .. VPB2 17 System Derived 1.000 0 180 0.700 WPC2 . WPC2. . 18 System 1.000 60 0 ' .700 Wi> WI>. 19 System 1.000 60 0 0.700 <Wi 20 System , 1.000 60 0 .700 W2> ' W2> 21 "System 1.000 60 0 .700<W2 :W2 22, System Derived 1.000 60, 0 .700 WPA1 ,' . WPA1 23 System Derived 1.000 60 0 - . 0.700WPDI .., . WPD1 24 System Derived 1.000 60 0, 0.700 WPA2 . WPA2 25 System Derived 1.000 60 0 0.700 WPD2 . WPD2 26 System Derive d 1.000 60 0 0.700WPBI ' . ' WPB 27 System Derived 1.000 60 0 WPCl ' ' , ATPCI 28 System Derived ' 1.000 60 0 ~.700 .700WPB2 , , , , WPB2 29 System Derived 1.000 60 0 .700 WPC2 ' ' . WPC2 I Description . Ratio I Deflection (in.) I Memberl Joint Load Case I Load Case Description Max. Horizontal Deflection IMax. Vertical Deflection for Span 1 (H/158) (1)1823) 1.825 1 -0.322 6 3 - 2 . 2 ' 1 , -. 5 E)+EG- --.' L * Negative horizontal deflection is left . * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. - - __ ....................... ' - -:iJ L- - File: 4510-09-Magellan.FBO . - Version: 7.1f - -- - . - Date: 6/19/2009 09-1654 Calculations Package P Time: 7:57:30 AM age: 120 of 148 Frame Location Design Parameters: Location I Avg. Bay Space ( Description Angle I Group I Trib. Override Design Status 49/0/0 8/9/0 IFL 10 1 90.0000 1 1 15/0/0 1 Stress Check System 1.000 1.0D+1.0FD+1.0CG+1.0L> D+FD+CG+L> 2 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 <L . + FD + CG + <L 3 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0ASIP D+FD+CG+ASLA 4 System 1.000 1.0D+ 1.0FD+ 1.0 CG+ 1.0AASL +FD+ CG+AASL 5 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 PL2 D + FD + CG + PL2(Spans I and 2) 6 System 1.000 1.0 D+ 1.0FD+ 1.0CG+ 1.0PL2 D + FD + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0D+1.0FD+1.0CG+ 1.0PL2 D + FD + CG + PL2(Spans 3 and 4) 8 System 1.000 1.0D+1.0FD+1.0CG+1.0WI> +FD+CG+WI> 9 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <Wi D + FD + CO + <WI 10 System 1.000 1.0D+1.0FD+1.0CG+1.0W2> D+FD+CO+W2> II System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <W2 D + FD + CO + <W2 12 System 1.000 0.600 D + 0.600 FD + 0.600 CU + l.OWI> +FD+CU+WI> 13 System 1.000 0.600 D+0.600 FD+0.600CU+ I.0<WI +FD+CU+<Wl 14 System 1.000 0.600 D+0.600 FD+ 0.600 CU+ 1.0 W2> D+FD+ CU+W2> 15 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 1.0 <W2 + FD + CU + <W2 16 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 FL D + FD + CO + FL 17 System 1.000 1.0 D + 1.0 FD + 1.0 CO + FD + CO 18 System 1.000 I.OD+ I.OFD+ I.000+0.750L+0.750W1> +FD+CO+L+WI> 19 System 1.000 1.0D+ 1.0FD+ 1.000+0.750L+0.750<Wl +FD+CO+L+<Wl 20 System 1.000 l.OD+ 1.O Fl) + 1.000+0.750L+0.750W2> D+FD+CO+L+W2> 21 System 1.000 1.0D+1.0FD+1.000+0.750L+0.750<W2 D+FD+CO+L+<W2 22 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L> + 0.750 FL + FD + CO + L> + FL 23 System 1.000 I.OD+ I.0FD+1.000+0.750<L+0.750FL D+FD+CG+<L+FL 24 System 1.000 1.0 D+ 1.0FD+ 1.000+0.750 ASL+0.750 FL +FD+CO+ASLA+Fl, 25 System 1.000 1.0 D+ 1.0FD+ I.000+0.750ASL+ 0.750 FL +FD+CG+ASL+FL 26 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 Wl> + 0.750 FL D+FD+CG+L+WI>+FL 27 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <Wl + 0.750 FL FD+CG+L+<W1+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CG+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CG+L+<W2+FL 30 System 1.000 1.0D+ 1.0FD+ 1.000+0.750FL D +FD+CO+Fl, 31 System 1.000 1.0D+1.0FD+1.0CG+0.910E+0.700EG+ D+FD+CO+E>+EG-4- 32 System 1.000 l.OD+ I.OFD+ I.000+0.910 <E+0.700EG+ D +FD+CO+<E+EG+ 33 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 E+ 0.700 EO- D + FD + CU+ E+EO- 34 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E+ 0.700 EG- D+ FD + CU + <E+EG- 35 Special 1.000 1.0D+1.0 Fl) +1.000+l.750E+0.700EG+ +FD+CO+E>+EG+ 36 Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.750 <E + 0.700 EG-f D + FD + CO + <E + EG-l- 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E + 0.700 EO- + FD + CU + E> + EO- 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EO- + FD + CU + <E + EO- 39 AISC - Special 1.000 1.0D+1.0FD+1.000+2.450E+0.700EG+ +FD+CO+E+EG-f 40 AISC - Special 1.000 1.0D+1.0FD+ 1.000+2.450<E+0.700EG+ +FD+CG+<E+EG+ 41 AISC- Special 1.000 0.600D+ I.0FD+0.600 CU+2.450E'+ 0.700EG- + FD+CU+E>+EO- 42 AISC - Special 1.000 0.600D+I.0FD+0.600CU+2.450<E+0.700EO- D + FD + CU + <E + EG- 43 System Derived 1.000 l.OD+ 1.0FD+ I.00O+ 1.0WPAI +FD+CO+WPAI 44 System Derived 1.000 0.600 D+ 0.600 FD+ 0.600 CU + 1.0 WPAI + FD+ CU+ WPA1 45 System Derived 1.000 1.0D+ 1.O Fl) + 1.000+0.750 L+0.750 WPAI +FD+CG+L+WPAI 46 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.7SOWPAI+0.7SOFl, FD+CG+L+WPAI+FL 47 System Derived 1.000 I.OD+ 1.0FD+ 1.000+ 1.0WPDI +FD+CO+WPD1 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI + FD + CU + WPDI 49 System Derived 1.000 1.0D+ I.OFD+ 1.000+0.750L+0.750WPDI +FD+CG+L+WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL FD+CG+L+WPD1+FL 51 System Derived 1.000 l.OD+ 1.0 FD+ I.00O+ 1.0WPA2 +FD+ CO+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD+ 0.600 CU + 1.0WPA2 - + FD+ CU+ WPA2 53 System Derived 1.000 1.0 D+ 1.0 FD+ 1.0 00+0.750L+0.750WPA2 +FD+CO+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL FD+CG-1-L+WPA2+FL 55 System Derived 1.000 l.OD+ 1.O Fl) + 1.000+ 1.0 WPD2 +FD+CO+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 57 System Derived 1.000 1.0D+ 1.0 FD+ 1.000+0.750 L+0.750WPD2 +FD+CO+L+WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPD2 + 0.750 FL FD+CG+L+WPD2+FL 59 System Derived 1.000 l.OD+ 1.0FD+ 1.000+ I.O WPB I FD+CG+WPB1 FD+ 60 System Derived 1.000 .600 D+ 0.600 FD+ 0.600 CU + 1.OWPBI FD + CU +WPBI File: 4510-09-Magellan.FBO Version: 7.1f ;7 09-1654 Calculations Packag Date: 6/19/2009 e Time: 7:57:30 AM Page: 121 of 148 61 System Derived 1.000 I.OD+ 1.0FD+ 1.00G+0.750L+0.7SO WPB I 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB + 0.750 FL 63 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.O WPC I 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC 65 System Derived 1.000 1.0 D+ 1.0 FD+ 1.0 CG+ 0.750 L + 0.750 WPC 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC + 0.750 FL 67 System Derived 1.000 1.0D+ l.OFD+ l.00O+ 1.0 WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 + 0.750 FL 71 System Derived 1.000 1.0D+ l.OFD+ l.00G+ 1.0 WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 73 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 + 0.750 FL 75 System Derived 1.000 1.0 D+ 1.0 FD+ 1.0 CG + 0.273 E>+ 0.700 EG+ + 0.910 EB> 76 System Derived 1.000 1.0D+ 1.0 FD+ 1.0 CO + 0.910 E+ 0.700 EG++ 0.273 EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E + 0.700 EG- + 0.910 EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> 83 Special 1.000 1.0D+ 1.0FD+ l.00G+ l.750 EB> +0.700EG+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- 85 AISC- Special 1.000 1.0 D+ 1.0 FD + 1.0 CG+ 2.450 EB> + 0.700 EG+ 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EO-f + 0.910 <EB 88 System Derived 1.000 1.0 D+ 1.0 FD+ 1.0 CG+0.910 E>+ 0.700 EG++ 0.273 <EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E + 0.700 EG- + 0.9 10 <EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 S> + 0.700 EG- + 0.273 <EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB 95 Special 1.000 1.0D+ 1.0FD+ l.00G+ 1.750 <EB + 0.700 EG+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- 97 AISC- Special 1.000 1.0 D+ 1.0 FD + 1.0 CG+ 2.450 <EB + 0.700 EG+ 98 AISC - Soecia! 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EG- Frame Member Sizes + FD + CO +L + WPBI 4-FD+CO+L+WPB 1+FL + FD + CG + WPCI + FD + CU + WPCI + FD + CO + L+ WPCI fFD+CG-I-L+WPCI+FL + FD + CO + WPB2 + FD + CU + WPB2 + FD + CO + L + WPB2 + FD + CO + WPC2 + FD + CU + WPC2 + FD + CO + L + WPC2 EB> EB> FD+CU+E'-l-EO-+EB> 4-FD+CU+<E+EG-+EB> + FD + CG + EB> + EG+ + FD + CU + EB> + EO- + FD + CO + EB> + EG-l- + FD + CU + EB> + EO- E>+EG-+<EB FD+CU+<E+EG-+<EB + FD + CO + <ES + EG+ + FD + CU + <EB + EO- + FD + CG + <EB + EG+ + FD + CU + <EB + EO- Mem. No. Flg Width (in.) FlgThk (in.) Web Thk '(in.) Depth! (in.) Depth2 (in.) Length (ft) Weight (p) FlgFy (ksi) WebFy (ksi) Splice Jt.! Codes Jt.2 Shape 10003 5.00 0.1345 0.1345 9.00 9.00 3.83 38.9 55.00 55.00 SS SS 3P 6.00 0.5000 0.3125 28.00 28.00 26.61 1384.2 50.00 50.00 BP KN 3P 2 6.00 0.3750 0.3125 28.00 28.00 13.72 562.0 50.00 50.00 KN SS 3P 3 6.00 0.2500 0.1875 28.00 12.00 10.35 242.7 50.00 50.00 SS SP 3P 4 5.00 0.2500 0.1345 12.00 12.00 10.58 153.6 50.00 50.00 SP SS 3P 5 5.00 0.2500 0.1345 12.00 12.00 9.34 129.0 50.00 50.00 SS SS 3P 6 6.00 0.2500 0.1875 12.00 12.00 24.04 441. 50.00 50.00 BP CP 3P 7 6.00 0.2500 0.1875 18.00 18.00 24.87 560.4 50.00 50.00 BP SS 3P Total Frame Weight = 3512.4 (p) (Includes all plates) Frame Pricing Weight = 3774.2 (p) (Includes all pieces) Frame Member Releases Member Joint I I Joint 2 6 No Yes Boundary Condition Summary Member I X-Loc I Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 15/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 7 36/3/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10003 0/0/0 22/4/12 Yes Yes Yes 0/0/0 0/0/0 0.0000 File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 122 of 148 .._. .,:,I. D Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 5.4 5.2 FD 0.0 0.0 115 11.5 CG 0.0 0.0 3.6 3.6 1.> 0.0 0.0 13.5 13.2 <L 0.0 0.0 13.5 13.2 ASLA 0.0 0.0 7.0 6.7 AASL 0.0 0.0 6.5 6.5 Wi> 3.9 3.9 1.4 1.4 <WI 4.9 4.9 0.4 0.4 W2> 5.5 5.5 1.4 1.4 <W2 3.3 3.3 0.4 0.4 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 40.0 40.0 L 0.0 0.0 13.5 13.2 8.7 8.7 0.0 0.0 EG+ 0.0 0.0 2.9 2.9 8.7 8.7 0.0 0.0 EG- 0.0 0.0 2.9 2.9 WPAI 2.9 2.9 0.8 0.8 WPD1 2.9 2.9 0.4 0.4 WPA2 1.2 1.2 0.8 0.8 WPD2 1.2 1.2 0.4 0.4 WPBI 2.9 2.9 0.8 0.8 WPCI . 2.9 2.9 0.4 0.4 WPB2 1.2 1.2 0.8 0.8 WPC2 1.2 1.2 0.4 0.4 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 10-1 1 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 15/0/0 10-11 6 0.375 9 13 4 1.000 A36 OS-0.1875 OS-0.1875 36/3/0 10-B 7 0.375 9 19 4 1.000 A36 OS-0.1875 OS-0.1875 Mem. Stiff. No. Desc. Loc. Web Depth (in.) tilt a/h a (in.) Thick. JL Width Side Welding Description I 1 S3 24.19 27.000 N/A N/A N/A 0.5000 2.500 Both F-FP,W-OS-0.1875 1 2 S5 21.62 26.773 85.67 N/A N/A 0.1875 2.500 Both W-OS-0.1875 1 3 SS 20.88 26.781 85.70 N/A N/A 0.1875 2.500 Both W-OS-0.1875 3 1 S2 0.50 26.729 142.56 N/A N/A 0.2500 2.500 Both F-OS-0. 1875,W-OS-0. 1875 4 1 S2 9.82 11.500 85.50 N/A N/A 0.1875 2.000 Both F-BS-0.1875,W-OS-0.I875 5 1 1 1 S2 1.49 11.500 1 85.50 N/A I N/A 0.1875 2.000 Both F-BS-0.I875,W-OS-0.1875 File: 4510-09-Magellan.FBO Version: 7. If 09-1654 Calculations Packag Date: 6/19/2009 e Time: 7:57:30 AM ON =01 Page: 123 of 148 U,,Id Cnn fin,, (ATC nii - = cc Ii - - End-Plate Dim ions - - Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lstJ2nd Configuration Pitches lsti2nd ID Desc. (in.) ID I Desc. (in.) No. No. ..J!!IL. _i!!1 JM1L (in.) 10003 2 CIP 0.250 6.00 10.00 0.500 A325N/PT 3.00 11 Flush 1.50 11 Flush 1.50 1 2 K.N(Face) 0.750 8.00 36.27 1.125 A325X/PT 4.00 32 Extended 4.75/3.00 32 Extended 4.75/3.00 2 1 KN(Face) 0.750 8.00 36.24 1.125 A325X/PT 4.00 32 Extended 4.75/3.00 32 Extended 4.75/3.00 3 2 SP 0.375 6.00 13.05 0.750 A325X/PT 3.00 11 Flush 2.00 11 Flush 2.00 4 1 SP 0.375 6.00 13.00 0.750 A325X/PT 3.00 11 Flush 2.00 11 Flush 2.00 6 2 CP(RWB) 0.375 7.00 13.00 0.750 A325/ 3.00 II Flush 3.00 11 Flush 3.00 7 1 2 1 CIP 1 0.375 1 6.00 1 1900 1 0.750 1 A325X/PT 3.00 1 13 1 Flush 2.00/2.00 12 Flush 2.00/2.00 Required Strength - Out - Available Strength - Out Required Strength - In - Available Strength - In - Mem. - Jt. Ld Axial Shear Moment Design Shear Moment Ld I Axial I Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 10003 2 1 -0.0 1.3 37.3 Thin plate 37.7 67.0 12 -0.0 1.3 36.2 Thin plate 37.' 67.0 1 2 42 -4.0 26.0 3831.2 Thin plate 477.1 4006.2 39 4.( 25.6 3844.8 Thin plate 477.1 4006.2 2 1 42 -4.0 26.0 3831.2 Thin plate 477.1 4006.2 39 4.0 25.6 3844.8 Thin plate 477.1 4006.2 3 2 33 1.0 0.8 33.7 Thin plate 106.0 202.2 46 0. 0.8 66. Thin plate 106.0 202.2 4. 1 33 1.0 0.8 33.7 Thin plate 106.0 202.2 46 0.4 0.8 66.7 Thin plate 106.0 202.2 6 2 0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 7 1 2 1421 .9 0.3 403.3 Thin plate 1 212.11 438.51 41 1 -2.61 0.2 407.2 Thin plate 159.0 384.1 C Member From Member Joint I From Side Point 1 Part Design Note 21/0/0 21/0/0 SFB3004 1 22/10/9 22/10/9 SFB3004 2 3/4/0 6/6/3 SFB30I0 2 8/4/0 11/6/3 FB3054 3 . 1/11/6 16/6/3 (2)FB3030 4 6/7/2 31/6/3 FB2064 5 0/11/10 36/5/11 (2)FB2064 5 5/11/10 41/5/11 (2)FB2064 T., nrPntC..n - X-Loc Top Conn. Condition FIg Mn Rb Allow Comp FB Force FB Angle Mm FB/SFB Purlin Bolt Shearj FBIWSF Reaction Force Moment Shear RI R2 Purlin Bearing Bearing 15/0/0 -Grid 10-11 1.60 0.96 Std 112.50 5.32 N 0.45 50.32 0.059 FB 2.48 4.71 3.43 N 0.98 46.98 0.073 FB 3.07 4.71 3.43 X-Loc Grid Moment Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length nt Length Size bearing required? w/stiff Width 0/0/0 10-1 14.07 1.41 18.0 2 1.88 26.88 N 0.47 26.88 N File: 4510-09-Magellan.FBO Version: 7. If c Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 124 of 148 - rfII..n I nod Co o..d Moo.,,,,n. Cnmhind nr Mmhr fl.n"tinne nrp frnm Jnint 1 ' - Cases -Controlling Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr I Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 10003 3.83 9.00 1 1 -0.0 -1.3 -37.3 0.0 49.1 20.9 169.5 39.0 0.22 0.06 1 24.22 28.00 32 31 -12.0 6.4 -1543.1 0.0 313.0 92.4 4183.6 289.8 0.39 0.07 2 1.19 28.00 31 31 1.8 -11.8 1493.0 0.0 390.5 90.7 3605.1 222.5 0.42 0.13 3 0.00 28.00 6 6 -0.4 4.9 -276.5 0.0 133.5 19.2 1698.2 110.2 0.16 0.25 4 11.36 12.00 28 7 -0.0 -3.9 -225.3 0.0 87.0 17. 553.6 90.4 0.41 0.23 5 0.23 12.00 3 2 0.1 3.7 -178.3 0.0 111.2 17.4 419.9 90.4 0.43 0.21 6 13.00 12.00 26 12 -27. -1.6 -85. 0.0 55.' 39.1 469.7 117.5 0.53 0.04 7 13.00 18.00 28 ' 32 -27.1 -1. 66.3 0.0 55.8 30.5 687.9 113.8 0.50 0.06 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb. in. Ag in.2 Ath in.2 I lxx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb I Rpg Rpc Qs Qa 10003 3.83 46.01 46.0 46.0 2.52 2.52 33.89 2.80 7.53 1.12 8.53 1.72 0.07 55.09 1.00 1.00 1.13 0.67 0.88 1 24.22 290.70 16.1 16.1 14.44 14.44 1647.08 18.07 117.65 6.02 139.45 9.66 0.78 3416.11 1.02 1.00 1.19 1.00 0.75 2 1.19 141.73 28.6 28.6 13.02 13.02 1385.53 13.57 98.97 4.52 120.17 7.42 0.49 2588.82 1.01 1.00 1.21 1.00 1.00 3 0.00 255.15 60.0 60.0 8.16 8.16 902.51 9.02 64.47 3.01 77.07 4.74 0.12 1735.55 1.14 1.00 1.00 0.87 0.63 4 11.36 255.15 60.0 60.0 4.05 4.05 103.35 2.08 19.13 3.18 0.06 179.85 1.26 1.00 1.11 1.00 0.8 5 0.23 102.72 60.0 60.0 4.05 4.05 103.35 2.08 19.13 3.18 0.06 179.85 1.88 .1.00 1.11 1.00 1.00 6 13.00 301.91 156.0 156.0 5.16 5.16 12733 __ L 3.00 23.82 4.60 0.09 310.86 1.17 1.00 1.12 0.96 1.00 7 13.00 304.38 156.0 156.0 6.28 6.28 320.05 3.00 40.98 4.65 0.10 709.65 1.14 1.00 1.14 0.91 0.89 .t_.._ n_e__.I r_..._ n.,._. 0 ,.J_ r._ r ---- c.,.e.,,... IA Side Units Type Description Magl Loci Offset H or V Supp. Dir. Coef. Loc 1 k E> 4EZZ SEISMIC 2.00 27/3/14 NA NA N RIGHT 1.000 OF 1 k <E MEZZ SEISMIC -2.00 27/3/14 NA NA N LEFT ' 1.000 OF I p E' vTEZZ SEISMIC->Resolved From Plane 1229.52 13/0/0 NA NA N RIGHT 1.000 OF I p <E 4EZZ SEISMIC->Resolved From Plane -1229.52 13/0/0 NA NA N LEFT 1.000 OF I p E> vIEZZ SEISMIC->Resolved From Plane 526.94 27/4/0 NA NA N RIGHT 1.000 OF 1 p <E v1EZZ SEISMIC->Resolved From Plane -526.9 27/4/0 NA NA N LEFT 1.000 OF 1000 k FL vIEZZ . -2.0 13/0/0 NA NA N DOWN 1.000 CL 1001 k FL vIEZZ -19.00 13/0/0 NA NA N DOWN 1.000 CL 1001 1 k FD 4v= . -5.0 13/0/0 NA NA N DOWN 1.000 CL r File: 4510-09-Magellan.FBO Version: 7. If No. Origin Factor Def H Def V Application Description 1 User 1.000 150 0 . 1.0 E> + 1.0 EG- E> + EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- <E + EG- 3 User 1.000 150 O 1.0 EB> 4 User 1.000 150 0 1.0 <EB . 5 System 1.000 0 180 1.0 L . 6 System 1.000 0 180 0700W1> VI> 7 System 1000 0 180 0700<Wi <Wl 8 System 1.000 0 180 0.700 W2> 9 System 1.000 0 180 0.700 <W2 <W2 10 SystemDerived 1.000 0 180 0.700WPA1 . . NPAI II System Derived 1.000 0 180 0.700 WPD1 WPDI 12 System Derived 1.000 0 180 0700WPA2 VPA2 13 System Derived 1.000 0 180 0.700 WPD2 WPD2 14 System Derived 1.000 0 180. 0.700 WPB I .WPB IS System Derived 1.000 0 180 0.700 WPC1 VPC I 16 System Derived 1.000 0 180 0.700WPB2 VPB2 17 System Derived 1.000 0 180 0.700 WPC2 VPC2 18 System 1.000 60 0 700W!> VI> 19 System 1.000 60 0 0 700 <Wi <WI 20 System 1.000 60 0 ).70042> V2> 21 System 1.000 60 0 ).700 <W2 <W2 22 System Derived 1.000 60 0 ).700WPAI . VPAI 23 System Derived 1.000 60 0 0.700WPD1 WPD1 24 SystemDerived 1.000 60 0 ).700WPA2 . . . WPA2 25 System Derived 1.000 60 0 0 700 WPD2 WPD2 26 System Derived 1.000 60 0 ).700 WPB WPB I 27 System Derived 1.000 60 0 )700WPCI A1PC1 28 System Derived 1.000 60 0 ).700 WPB2 VPB2 29 1 System Derived1000 60 0 ).700 WPC2 TPC2 1.. .-.II ..,. Ratios for ('.n Section: 10 _uuh. u&nng SI .Ifl. Description •••_•. ....... Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection (HJI59) -1.916 1 2 2 . <E+EG- 4ax. Vertical Deflection for Span I (1.112749) -0.012 2 2 5 L Max. Vertical Deflection for Span .2 (L/4910) -0.052 4 1 5 L Max. Vertical Deflection for Span 3 (L1638) -0.161 5 2 5 . L Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 126 of 148 . . Frame Cross Section: 3 - - 510118" fl 7i-12 . - I - 1 • 1 • . FRAME CROSS SECTION AT FRAME LINE(S) 3 Dimension Key . . • • 1 3-0" 4 F-109/16" 7 2'-211/16" 10 2 @2-4 5/8 13 3 11/16" 16 8 5/16" 2 22-4 3/4" 5 93/16" 8 1-9 1/2" 11 1-3 1/4" 14 1'-1 13/16" 17 3-0" 0.250:12 3 10" 6 2 1/2" 9 2 @2-6" 12 3 1/2" 15 1-6 1/2" Frame Clearances Horiz. Clearance between members 1(CXOO7) and 6(CX008): 46-5 15/16" Vert. Clearance at member, 1(CX007): 24-2 3/16 . . Vert. Clearance at member 6(CX008): 23-0 1/4' . •• . Finished Floor Elevation = 100-0" (Unless Noted Otherwise) File: 4510-09-Magellan.FBO . Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2009 e Time: 7:57:30 AM Page: 127 of 148 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle I Group Trib. Override Design Status 1/0/0 1 13/6/0 Rigid Frame with Endposts 90.0000 1 20/0/0 Stress Check System 1.000 I.0D+I.0FD+1.0CG+I.0L> +FD+CG+L> 2 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <L D + FD + CG + <L 3 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0ASL D+FD+CG+ASIJ' 4 System 1.000 1.0D+1.0FD+1.0CG+I.0ASL . D+FD+CG+ASL 5 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0PL2 D + FD + CG + PL2(S pans I and 2) 6 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0PL2 D + FD + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0D+1.0FD+ 1.0CG+ 1.0PL2 D + FD + CG + PL2(Spans 3 and 4) 8 System 1.000 1.0D+1.0FD+1.0CG+1.0WI> D+FD+CG+WI> 9 System 1.000 1.0D+1.0FD+1.0CG+1.0<WI . +FD+CG+<WI 10 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0W2> D+FD+CG+W2> 11 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <W2 D + FD + CO + <W2 12 System 1.000 0.600 D + 0.600 FD+ 0.600 CU + 1.0 WI> D+ FD + CU+WI> 13 System 1.000 0.600D+0.600 FD+0.600 CU+ 1.0<WI D+FD+CU+<WI 14 System 1.000 0.600D+0.600FD+0.600 CU+ 1.0 W2> D+FD+CU+W2> 15 System 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0<W2 D+FD+ CU+<W2 16 System 1.000 I.OD+1.OFD+1.00G+1.OFl, D+FD+CG+FL 17 System 1.000 1.0D+ 1.0FD+ 1.0 CG D+FD+CG 18 System 1.000 1.0D+1.0FD+ 1.0 CG + 0.750 L + 0.750 WI> D+FD+CG+L+WI> 19 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750<WI D+FD+CG+L+<WI 20 System 1.000 I.0D+1.0FD* 1.0CG+0.750L+0.750W2> D+FD+CG+L+W2> 21 System 1.000 I.0D+1.0FD+ 1.0CG+0.750L+0.750<W2 D+FD+CG+L+<W2 22 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L> + 0.750 FL D + FD + CG + 1.> + FL 23 System 1.000 1.0D+1.0FD+1.0CG+0.750<L+0.750FL D+FD+CG+<L+Fl, 24 System 1.000 1.0D+ 1.0 FD+ 1.0CG+0.750 ASL"+0.750FL D+FD+CG+ASLA+FL 25 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.750"ASL+0.750FL D+FD+CG+AASL+FL 26 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WI> + 0.750 FL D+FD+CG+L+W1>+FL 27 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <WI + 0.750 FL FD+CG+L+<WI+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CG+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CG+L+<W2+FL 30 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 FL D + FD + CG + FL 31 System 1.000 1.0D+1.0FD+1.0CG+0.9I0E>+0.700EG+ D+FD+CG+E>+EG4 32 System 1.000 1.0D+1.0FD+1.0CG+0.910<E+0.700EG+ . D+FD+CG+<E+EG+ 33 System 1.000 0.600 D + 0.600 FD+0.600 CU + 0.910 E+0.700 EG- D+ FD + CU + E>+EG- 34 System 1.000 0.600 D + 0.600 FD+0.600 CU+ 0.910 <E+ 0.700 EG- D + FD+ CU + <E+ EG- 35 Special 1.000 I.0D+1.0FD+1.0CG+ 1.750E>+0.700EG+ D + FD + CG + E> + EG+ 36 Special 1.000 I.OD+I.OFD+ I.0CG+I.750<E+0.700EG+ D+FD+CG+<E+EG-4- 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E>+0.700 EG- D+FD+CU+E>+EG- 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.750 <E+0.700 EG- D+FD+CU+<E+ EG- 39 AISC - Special 1.000 I.0D+1.0FD+1.0CG+2.450E+0.700EG+ D + FD + CG + E> + EG+ 40 AISC - Special 1.000 I.0D+1.0FD+1.0CG+2.450<E+0.700EG+ D+FD+CG+<E+EG-4- 41 AISC- Special 1.000 0.600 D+ 1.0 FD+0.600CU+2.450E+0.700 EG- D+FD+CU+E+EG- 42 AISC- Special 1.000 0.600 D+ 1.0 FD+0.600 CU + 2.450 <E + 0.700 EG- D+ FD+CU +<E+EG- 43 System Derived 1.000 1.0 D+ 1.0FD+ 1.0 CG+ 1.0WPAI D+FD+ CG+WPA1 44 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 \VPA1 D + FD + CU + WPAI 45 System Derived 1.000 I.OD+ 1.0FD+ 1.0 CG+0.750L+0.7SOWPAI D+FD+CG+L+WPAI 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI + 0.750 FL FD+CG-FL+WPA1+FL 47 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPDI . + FD + CG + WPDI 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD1 D + FD + CU + WPDI 49 System Derived 1.000 1.0D+ I.OFD+ 1.0CG+0.750L+0.750WPDl D+FD+CG+L+WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPDI + 0.750 FL D+FD+CG+L+WPDI+FL 51 System Derived 1.000 I.OD+1.OFD+1.00G+l.OWPA2 . D+FD+CG+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 53 System Derived 1.000 1.0D+ l.OFD+ 1.0 CG + 0.750 L + 0.750 WPA2 . D+FD+CG+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CG-fL+WPA2+FL 55 System Derived 1.000 1.0 D+ I.OFD+ 1.0 CG+ 1.0WPD2 D+FD+CG+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 + FD + CU + WPD2 57 System Derived 1.000 . I.OD+ 1.0FD+ 1.0CG+0.750L+0.750WPD2 +FD-i-CG+L+WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CG+L+WPD2+FL 59 System Derived 1.000 l.OD+ l.OFD+ 1.0 CG+ l.O WPB 1 D+FD+CG+WPBI 60 System Derived 1.000 0.600 D+ 0.600 FD + 0.600 CU+ 1.0 WPB D + FD+ CU + WPBI File: 45 1O-09-Magellan.FBO Version: 7.1 f Date: 6/19/2009 09-1654 Calculations Package P Time: 7:57:30 AM age: 128 of 148 61 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.7SO WPB I 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB 1 + 0.750 FL 63 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WPCI 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPCI 65 System Derived 1.000 1.0 D + 1.0 FD+ 1.0 CG+ 0.750 L + 0.750 WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPCI + 0.750 FL 67 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 + 0.750 FL 71 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 73 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL 75 System Derived 1.000 1.0 D+ 1.0 FD+ 1.0 CO+ 0.273 E>+ 0.700 EG++ 0.910 EB> 76 System Derived 1.000 1.0 D+ 1.0 FD+ 1.0 CO+ 0.910 E>+ 0.700 EG++ 0.273 EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> 78 System Derived 1.000 1.0 D + 1.0 FD+ 1.0 CO+ 0.910 <E+ 0.700 EG++ 0.273 EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E- + 0.700 EG- + 0.910 EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 E13> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> 83 Special 1.000 !.OD+ 1.0FD+ 1.0CG+ 1.750 EB> +0.700 EG+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- 85 AISC- Special 1.000 1.0 D+ 1.0 FD+ 1.0CG+2.450 EB>+ 0.700 EG+ 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- 87 System Derived 1.000 1.0 D+ 1.0FD+ 1.0 CG+ 0.273 E>+ 0.700 EG++ 0.910 <EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E>+ 0.700 EG-I-+ 0.273 <EB 89 System Derived 1.000 1.0 D+ 1.0 FD+ 1.0 CG+ 0.273 <E+ 0.700 EG++ 0.910 <EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E + 0.700 EG- + 0.910 <EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <E13 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB 95 Special 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.750 <EB -I-0.700EG+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- 97 AISC- Special 1.000 1.0D+ 1.0 FD+ 1.0 CG+2.450 <EB + 0.700 EG+ 98 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EG- Frame Member Sizes + FD + CG + L + WPB I 1-FD+CG-FL+WPB l+FL + FD + CG + WPCI + FD + CU + WPCI + FD + CG + L + WPCI 1-FD-4-CG+L+WPCI+FL + FD + CO + WPB2 + FD + CU + WPB2 + FD + CG + L + WPB2 + FD + CG + WPC2 + FD + CU + WPC2 + FD + CG + L + WPC2 E+EG++EB> E>+EG++EB> <E+EG++EB> <E+EG-1-+EB> E>-FEG-+EB> E>+EG-+EB> <E+EG-+EB> + FD + CO + EB> + EG+ + FD + CU + EB> + EG- + FD + CO + EB> + EG+ + FD + CU + EB> + EG- + FD + CO + <EB + EG+ + FD + CU + <EB + EG- + FD + CG + <E13 + EG+ + FD + CU + <EB + EG- Mem. No. FlgWidth (in.) FlgThk (in.) Web Thk (in.) Depth! (in.) Depth2 (in.) Length (ft) Weight (p) FlgFy (ksi) WebFy (ksi) Splice it! Codes Jt.2 Shape 10002 5.00 0.1345 0.1345 9.00 9.00 3.83 38.9 55.00 55.00 SS SS 3P 1 6.00 0.5000 0.3125 28.00 28.00 26.61 1365.5 50.00 50.00 BP KN 3P 2 6.00 0.5000 0.3125 28.00 22.00 15.33 632.9 50.00 50.00 KN SS 3P 3 6.00 0.3750 0.2500 22.00 22.00 9.50 330.8 50.00 50.00 SS SP 3P 4 6.00 0.3750 0.2500 22.00 22.00 10.50 364.2 50.00 50.00 SP SS 3P 5 6.00 0.5000 0.3125 22.00 28.00 15.85 656.1 50.00 50.00 SS KN 3P 6 6.00 0.3750 0.3125 28.00 28.00 25.54 1192.8 50.00 50.00 BP KN 3P 7 1 5.00 1 0.3750 1 0.1875 1 12.00 1 12.00 1 27.04 494.7.50.00 50.00 BP SS 3P Total Frame Weight = 5075.9 (p) (Includes all plates) Frame Pricing Weight = 5316.3 (p) (Includes all pieces) Frame Member Releases Member Joint! Joint 2 7 No Yes Roiindary Cnnditinn S - Member -- -- X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(ir) Displacement ZZ(rad.) 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 52/10/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 7 14/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 14/0/0 27/0/8 Yes No No 0/0/0 0/0/0 0.0000 10002 0/0/0 22/4/12 Yes I Yes Yes 0/0/0 0/0/0 0.0000 File: 4510-09-Magellan.FBO Version: 7. If Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 129 of 148 Sum of Forces with Reactions Check - Framing - Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 7.8 7.1 FD 0.0 0.0 11.7 11.7 CG 0.0 0.0 5.6 5.6 L> 0.0 0.0 13.9 13.3 0.0 0.0 13.9 13.3 ASL" 0.0 0.0 0.0 0.0 AASL 0.0 0.0 0.0 0.0 WI> 7.0 7.0 10.2 10.2 <WI 8.3 8.3 . 17.1 17.1 W2> 10.2 10.2 3.8 3.8 <W2 5.1 5.1 . 10.6 10.6 Cu 0.0 0.0 0.0 0.0 - FL 0.0 0.0 43.9 43.9 L 0.0 0.0 13.9 13.3 E> 11.0 11.0 0.0 0.1 EG-i- 0.1 0.0 3.7 3.7 11:0 11.0 0.0 0.1 EG- 0.1 0.0 3.7 3.7 WPAI 1.9 1.9 16.1 . 16.1 WPD1 9.1 9.1 10.7 10.7 WPA2 1.2 1.2 9.3 9.3 WPD2 6.0 6.0 3.9 3.9 WPB1 1.9 1.9 16.1 16.1 WPCI 9.1 9.1 10.7 10.7 WPB2 1.2 1.2 9.3 9.3 WPC2 6.0 6.0 3.9 3.9 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 34 1 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 14/0/0 3-F 7 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 52/10/0 3-A 6 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description 1 1 S3 24.19 27.000 N/A N/A N/A 0.5000 2.500 . Both F-FP,W-OS-0.1875 1 2 S5 21.62 26.776 85.68 N/A N/A 0.1875 2.500 Both W-OS-0.1875 1 3 S5 20.88 26.784 85.71 N/A N/A 0.1875 2.500 Both W-OS-0.1875 6 1 S9 23.17 27.262 87.24 N/A N/A 0.5000 2.500 Both W-OS-0.I875 - File: 4510-09-Magellan.FBO . Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 130of148 RnI*,I 1'n,LPIf. 1%,In-'nt ('nn.tinn (AISC 1.1 - Fv = iqi - End-Plate Dimensions - - Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lstJ2nd Configuration Pitches lstJ2nd ID Desc. (in.) ID Desc. (in.) No: No _.IpL j) jQ (in.) 1000 2 CEP 0.250 6.00 10.00 0.500 A325N1PT 3.00 II Flush 1.50 11 Flush 1.50 2 1 2 KN(Face) 0.750 6.00 31.27 0.750 A325XJPT 3.50 32 Extended 3.50/2.00 14 Flush 2.00/2.00 2 I KN(Face) 0.750 6.00 31.24 0.750 A325X/PT 3.50 32 Extended 3.50/2.00 14 Flush 2.00/2.00 3 2 SP 0.375 6.00 23.00 0.750 A325X/PT 3.50 11 Flush 0.00 13 Flush 2.00/2.00 4 1 SP 0.375 6.00 23.00 0.750 A325X/PT 3.50 11 Flush 0.00 13 Flush 2.00/2.00 5 2 KN(Face) 0.625 6.00 33.50 0.750 A325X/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 6 2 KN(Face) '0625 6.00 33.50 0.750 A325X/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 Required Strength - Out - Available Strength - Out Required Strength - In - Available Strength - In Mem. Jt. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1000 2 1 -0.0 1.7 46.6 Thin plate 37.7 67.0 13 -0.0 1.4 39.3 Thin plate 37.7 67.0 2 1 2 40 -2.0 15.3 . 3240.9 Thick plate 212.1 3146.1 41 0.3 9.7 2776.5 Thin plate 265.1 3092.4 2 1 40 -2.0 15.3 3240.9 Thick plate 212.1 3146.1 41 0.3 9.7 2776.5 Thin plate . .265.1 3092. 3 2 13 . 2.5 2.1 347.2 Thin plate 106.0 403.0 2 -3.0 0.6 572.5 Thin plate 212.1 532.9 4 1 13 2.5 2.1 347.2 Thin plate 106.0 403.0 2 -3.0 0.6 572.5 Thin plate 212.1 532.9 5 2 39 -1.8 15.2 3182.6 Thin plate 265.1 3216.3 42 -0.1 9. ' 2758.5 Thin 265.1 3216.3 6 2 39 -1.8 15.2 3182.6 Thin plate 265.1 3216.3 42 -0.1 9.' 2758.5 Thin plate 265.1 3216.3 a'I€.ncyp flr,- Q.,-_ Member From Member Joint I From Side Point I Part Design Note 21/0/0 21/0/0 SFB3004 22/10/9 22/10/9 SFB3004 2 3/4/0 6/6/3 SFB21 14 2 8/4/0 11/6/3 FB3024 3 0/4/0 16/6/3 FB30I0 4 5/10/0 31/6/3 FB3010 5 10/4/0 46/6/3 (2)FB3040 - X-LOC Grid Top Conn. Condition Fig Mn Rb Allow Comp FB Force FB Angle Mm FB/SFB Purlin Bolt Shearl FB/WSF Reaction Force Moment Shear RI R2 Purlin Bearing Bearing 14/0/0 3-F 1.67 0.93 Std 225.00 8.98 N 0.67 45.98 0.082 FB 3.44 4.71 3.43 N 0.63 43.19 0.092 FB 3.86 4.71 3.43 C X-Loc Grid Moment Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length nt Length Size bearing required? w/stiff Width 0/0/0 34 16.65 1.66 18.0 2 2.23 26.88 N 0.56 26.88 N File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 131 of 148 - - .--- - - .-, fldhhIMIt& I......•.I%-• Controlling Cases ---- ---_-- -- Required Strength --- S Available Strength Strength Ratios - - Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y. Axial Mem. Loc. Depth + Shear Pr Vr Mnc Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 10002 3.83 9.00 1 1 -0.0 -1. -46.6 0.0 49.1 20.9 169.5 39.0 0.28 0.08 1 24.22 28.00 90 90 -11.1 -6.9 -1586.0 0.0 313.0 92.4 4183.6 289.8 0.40 0.07 2 1.19 28.00 90 2 -1. 10.1 -1516.6 0.0 285.4 1 92.4 4183.6 289.8 0.37 0.11 3 0.33 22.00 13 90 -2.5 6.2 -460.1 0.0 288.4 60.0 1039.7 212.5 0.45 0.10 4 10.50 22.00 12 76 0. -5.9 -366.2 0.0 294.4 60.0 914.6 212.5 0.40 0.10 5 13.56 28.00 76 28 -1.8 -9.8 -1470.2 0.0 285.4 92. 4183.6 289.8 0.35 0.11 6 23.25 28.00 13 76 8.1 6.6 1173.2 0.0 390.5 90. 2548.1 222.5 0.47 0.07 7 13.00 12.00 16 8 -27. -1: 0.0 0.0 41.5 40.0 373.3 143.6 0.67 0.04 Mem. No. Loc. ft I Lx in. LyfLt in. Lb in. Ag in.2 Afli I in.2 lxx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb I Rpg I Rpc Qs Qa 10002 3.83 46.01 46.0 46.0 2.52 2.52 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.6 0.88 1 24.22 290.70 16.1 16.1 14.44 14.44 1647.08 18.07 117.65 6.02 139.45 9.66 0.78 3416.11 1.02 1.00 1.19 1.00 0.75 2 1.19 558.18 28.3 28.3 14.44 14.44 1647.08 18.0 117.65 6.02 139.45 9.66 0.78 3416.10 1.00 1.00 1.19 1.00 0.7 3 0.33 558.18 60.0 60.0 9.81 9.81 726.06 13.53 66.01 4.51 76.88 7.08 0.32 1581.52 1.07 1.00 1.16 1.00 1.00 4 10.50 558.18 180.0 180.0 9.81 9.81 726.06 13.53 66.01 4.51 76.88 7.08 0.3 1581.52 1.05 1.00 1.16 1.00 1.00 5 13.56 558.18 38.7 38. 14.44 14.4 1647.08 18.0 117.65 6.02 139.45 9.66 0.78 3416.11 1.10 1.00 1.19 1.00 0.7 6 23.25 279.00 123.0 123.0 13.02 13.0 1385.53 13.5 98.9 4.52 120.1 7.4: 0.49 2588.82 1.15 1.00 1.21 1.00 1.00 7 13.00 324.48 156.0 156.0 5.86 5.8 148.99 7.82 24.83 3.13 27.73 4.79 0.20 264.16 1.00 1.00 1.12 1.00 1.00 Side Units Type Description Magi Loci Offset HorV Supp. Dir. Cod. Loc I p E> MEZZ SEISMIC-Resolved From Plane 1892.80 13/0/0 NA NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -1892.80 13/0/0 NA NA N LEFT 1.000 OF 1 p E> MEZZ SEISMIC->Resolved From Plane 811.20 27/4/0 NA Ni N RIGHT 1.000 OF I p <E MEZZ SEISMIC->Resolved From Plane -811.20 27/4/0 NA N/ N LEFT 1.000 OF 4 k FL MEZZ -4.00 13/0/0 Ni NA N DOWN 1.000 CL 4 p E> MEZZ SEISMIC-Resolved From Plane 2690.80 13/0/0 NA NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC->Resolved From Plane -2690.80 13/0/0 Ni NA N LEFT 1.000 OF 4 p E> N= SEISMIC-Resolved From Plane 1153.20 26/2/11 Ni Ni N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC-Resolved From Plane -1153.20 26/2/11 Ni NI N LEFT 1.000 OF 2000 k FL MEZZ 44.00 13/0/0 Ni NA N DOWN 1.000 CL 2000 1 k I FD IMEZZ - - -3.00 13/0/0 Ni NA N DOWN 1.000 CL Side Units Type Description Magi Locl Mag2 I Loc2 Supp Dir. Cod. I Loc 4 plf WI> l0 PSF MfN->Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf <Wl IO PSF MIN-Resolved From Plane -135.20 0/0/0 -135.2 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN->Resolved From Plane 135.20 0/0/0 135.20 2612/1I N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN->Resolved From Plane -135.20 0/0/0 -135.2' 26/2/11 N LEFT 1.000 OF 4 p11 WPAI 10 PSF MIN-Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf WPDI IO PSF MII'4->Resolved From Plane -135.20 0/0/0 -135.20 26/2/1I N RIGHT -1.000 OF 4 plf WPA2 I0 PSF MIN-Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 l0 PSF MTN->Resolved From Plane - -135.20 0/0/0 -135.2 26/2/11 N RIGHT -1.000 OF 4 plf WPBI 10 PSF MIN-Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf WPCI l0 PSF MfN->Resolved From Plane -135.20 0/0/0 -135.2 26/2/I1 N RIGHT -1.000 OF 4 plf WPB2 10 PSF MIN-Resolved From Plane 135.20 0/0/0 - 135.2 26/2/11 N RIGHT 1.000 OF 4 1.ja!L.I WPC2 110 PSF MIN-Resolved From Plane -135.20 0/0/0 -135.20 26/2/11 N RIGHT -1.000 OF File: 45 1O-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package P Time: 7:57:30 AM age: 132 of 148 T.,fl,-.. I j*S - No. Origin Factor Def H Def V Application Description User 1.000 150 0 1.0 E> + 1.0 EG- > + EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- <E + EG- 3 User 1.000 150 0 1.0EB> 4 User 1.000 150 0 1.0 <EB (EB 5 System 1.000 0 180 1.0 L L 6 System 1.000 0 180 0.700W1> VI> 7 System 1.000 0 180 0.700<WI Wi 8 System 1.000 0 180 0.700W2> V2> 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700WPAI VPAI 11 System Derived 1.000 0 180 0.700WPDI VPDI 12 System Derived 1.000 0 180 0.700WPA2 VPA2 13 System Derived 1.000 0 180 0.700 WPD2 WPD2 14 System Derived 1.000 0 180 0.700 WPB I VPB1 15 System Derived 1.000 0 180 0.700 WPC I VPC1 16 System Derived 1.000 0 180 0.700 WPB2 WPB2 17 System Derived 1.000 0 180 0.700WPC2 VPC2 18 System 1.000 60 0 .700 WI> Vi> 19 System 1.000 60 0 0.700 <Wi <W1 20 System 1.000 60 0 0.700W2> V2> 21 System 1.000 60 0 0.700 <W2 (W2 22 System Derived 1.000 60 0 0.700WPA1 WPAI 23 System Derived 1.000 60 0 0.700WPD1 WPDI 24 System Derived 1.000 60 0 0.700WPA2 WPA2 25 System Derived 1.000 60 0 0.700 WPD2 WPD2 26 System Derived 1.000 60 0 0.700 WPB I WPBI 27 System Derived 1.000 60 0 0.700 WPC1 . ATPC1 28 System Derived 1.000 60 0 0.700 WPB2 WPB2 29 1 System Derived 1 1.000 60 0 0.700 WPC2 VPC2 r..91..,... C __UU II UItiU A •.flhII ZC ,..S., Description Ratio Deflection (in.) IMemberl Joint lLoadCasel Load Case Description Max. Horizontal Deflection (H/158) 1.841 6 1 1 2 1 I 1 E>+EG- Max. Vertical Deflection for Span 1 (L/1526) -0.384 3 2 5 L * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. File: 45 10-09-Magellan.FBO Version: 7.1 f • 09-1654 Calculations Package Date: 6/19/2009 Time: 7:57:30 AM Page: 133 of 148 Frame Cross Section: 4 - M [F81 F91 7 @51r r ",)'_1flh/R" (175112 PL B 1 Ai 1000 o'. LL -I- -H -• - . Y FRAME CROSS SECTION AT FRAME LINE(S) 4 ¶ Dimension Key 1 3-0" 4 F-10 9/16", 7 2-211/16" 10 1-3 1/4" 13 3 11/16" 16 8 5/16" 2 2243/4" 5 93/16" 8 1-9 1/2" 11 3 1/2" 14 1-1 13/16" - 17 3-0' 0.250:12 3 10" . 6'2 1/2" 9 3@2'-6" 12 8 1/2" 15 1-6 1/2" Frame Clearances - - • Horiz. Clearance between members 1(CXOO9) and 6(CX0I0): 46-7 1/2" - . • - Vert. Clearance at member 1(CXOO9): 23'-8 3/16" : Vért. Clearance at member 6(CXOI0): 22'-8 1/2" - Finished Floor Elevation = 100-0" (Unless Noted Otherwise) • File: 4510-09-Magellan.FBO : -• Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package P Time: 7:57:30 AM age: 134 of 148 Frame Location Design Parameters: Location I Avg. Bay Space I Description I Angle Group Trib. Override Design Status 26/0/0 1 22/3/0 Rigid Frame 190.0000 - Stress Check System 1.000 1.0 D + 1.0 FD+ 1.0 CG + 1.0 L> D + FD + CG + L> 2 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <L D + FD + CG + <L 3 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 ASLA D + FD + CG + ASLA 4 System 1.000 l.OD+ 1.0FD+ 1.0CG+ 1.0"ASL D+FD+CG+AASL 5 System 1.000 1.0D+ 1.0FD+ i.00G+ 1.0PL2 )+FD+CG+PL2(Spans I and 2) 6 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 PL2 D + FD + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0PL2 )+FD+CG+PL2(Spans3 and 4) 8 System 1.000 1.0D+1.0FD+I.0CG+1.0WI> )+FD+CG+Wi> 9 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <WI D + FD + CG + <Wi 10 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0W2> )+FD+CG+W2> ii System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <W2 ) + FD + CG + <W2 12 System 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0WI> )+FD+CU+WI> 13 System 1.000 0.600D+0.600FD+0.600CU+ 1.0<WI )+FD+CU+<WI 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0W2> )+FD+CU+W2? 15 System 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0<W2 D+FD+CU+<W2 16 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 FL D + FD + CG + FL 17 System 1.000 1.0 D + 1.0 FD + 1.0 CG ) + FD + CG 18 System 1.000 1.0D+I.0FD+ 1.0CG+0.750L+0.750W1> )+FD+CG+L+WI> 19 System 1.000 1.0D+1.0FD+ 1.0CG+0.750L+0.750<WI D+FD+CG+L+<WI 20 System 1.000 1.0D+1.0FD+ I.0CG+0.750L+0.750W2> )+FD+CG+L+W2> 21 System 1.000 1.OD+1.O Fl) + 1.0CG+0.750L+0.750<W2 D+FD+CG+L+<W2 22 System 1.000 1.0D+1.0FD+ 1.0CG+0.750L>+0.750FL D+FD+CG+L>+Fl, 23 System 1.000 1.OD+1.OFD+I.00G+0.750<L+0.750Fl, )+FD+CG+<L+Fl, 24 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.750ASL"+ 0.750 FL )+FD+CG+ASLA+FL 25 System 1.000 i.OD+ 1.0FD+ 1.0CG+0.750 AASL+0.750FL )+FD+CG+AASL+FL 26 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 Wi> + 0.750 FL D+FD+CG+L+WI>+FL 27 System 1.000 1.0D+ 1.0FD+ l.00G+0.750L+0.750<WI+0.750Fl, )+FD+CG+L+<W1+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CG+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 + 0.750 FL )+FD+CG+L+<W2+FL 30 System 1.000 1.0D+ 1.0FD+ 1.0 CG+0.750 FL D+FD+CG+FL 31 System 1.000 1.0D+1.0FD+ 1.0CG+0.910E>+0.700EG+ D+FD+CG+E>+EG+ 32 System 1.000 1.OD+i.O Fl) + 1.0CG+0.910<E+0.700EG+ )+FD+CG+<E+EG+ 33 System 1.000 0.600 D + 0.600 FD + 0.600 CU+0.910 E+0.700 EG- )+FD+CU+E+EG 34 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E+ 0.700 EG- ) + FD + CU + <E+ EG- 35 Special 1.000 I.OD+i.OFD+ 1.0CG+1.750E>+0.700EG+ )+FD+CG+E+EG+ 36 Special 1.000 1.OD+1.O Fl) + 1.0CG+ 1.750<E+0.700EG+ D+FD+CG+<E+EG+ 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EG- D + FD + CU + E + EG- 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EG- D + FD+ CU + <E + EG- 39 AISC - Special 1.000 1.0D+1.0 Fl) +1.0CG+2.450E+0.700EG+ )+FD+CG+E>+EG+ 40 AISC - Special 1.000 1.0D+1.0FD+ 1.0CG+2.450<E+0.700EG+ D+FD+CG+<E+EG+ 41 AISC- Special 1.000 0.600D+ I.0FD+0.600CU+2.450E'+0.700 EG- )+FD+CU+E>+EG- 42 AISC- Special 1.000 0.600D+ 1.0FD+0.600 CU + 2.450 <E + 0.700 EG- D+FD+CU+<E+EG 43 System Derived 1.000 1.0D+ 1.0FD+ I.00G+ 1.0WPAI D+FD+CG+WPA1 44 System Derived 1.000 0.600 D + 0.600 FD+ 0.600 CU + 1.0 WPA1 ) +FD +CU+ WPAI 45 System Derived 1.000 I.OD+i.OFD+ I.0CG+0.750L+0.750WPA1 )+FD+CG+L+WPAI 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CG-I-L+WPA1+FL 47 System Derived 1.000 I.OD+ i.O Fl) + 1.0 CG+ 1.0 WPDI )+FD+CG+WPD1 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD1 D +FD + CU + WPDI 49 System Derived 1.000 l.OD+ I.OFD+ I.0CG+0.750L+0.750WPDI )+FD+CG+L+WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPDI + 0.750 FL )+FD+CG+L+WPDI+FL 51 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WPA2 D + FD + CG + WPA2 52 System Derived 1.000 0.600D+0.600 Fl) +0.600 CU+ 1.0WPA2 D+FD+CU+WPA2 53 System Derived 1.000 i.OD+ l.OFD+ 1.0CG+0.750L+0.750WPA2 )+FD+CG+L+WPA2 54 - System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPA2 + 0.750 FL )+FD+CG+L+WPA2+FL 55 System Derived 1.000 1.0D+ i.OFD+ 1.0CG+ 1.0 WPD2 )+FD+CG+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 ) + FD + CU + WPD2 57 System Derived 1.000 l.OD+ 1.0FD+ I.00G+0.750L+0.750WPD2 )+FD+CG+L+WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CG-4-L+WPD2+FL 59 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WPBI D + FD + CG + WPBI 60 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB D + FD +CU+ WPBI File: 45 10-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 &- 09-1654 Calculations Package Time: 7:57:30 AM Page: 135 of 148 61 System Derived 1.000 1.0D+ 1.0 FD+ 1.0 CG+0.750 L+0.750 WPB )+FD+CG+L+WPBI 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB + 0.750 FL D+FD+CG+L+WPB 1+FL 63 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0WPCI D+FD+CG+WPCI 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC D + FD + CU + WPC1 65 System Derived 1.000 l.OD+ 1.0FD+ 1.0CG+0.750L+0.750WPCI D+FD+CG+L+WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC + 0.750 FL )+FD+CG-I-L+WPCI+FL 67 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WPB2 )+FD+CG+WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 ) + FD + CU + WPB2 69 System Derived 1.000 1.0D+1.0FD+ 1.00G+0.750L+0.750WPB2 D+FD+CG+L+WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 + 0.750 FL D+FD+CG+L+WPB2+FL 71 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WPC2 ) + FD + CG + WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 ) + FO + CU + WPC2 73 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.750WPC2 D+FD+CG+L+WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 + 0.750 FL D+FD+CG+L+WPC2+FL 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D+FD+CG+E>+EG++EB> 76 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> D+FD+CG+E>+EG++EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> )+FD+CG+<E+EG++EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> )+FD+CG+CE+EG-H-EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D+FD+CU+E>+EG-+EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D+FD+CU+E+EG-+EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> D+FD+CU+<E+EG-+EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D+FD+CU+<E+EG-+EB> 83 Special 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.7SO EB> +0.700EG+ )+FD+CG+EB>+EG+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E13> + 0.700 EG- D + FD + CU + ES> + EG- 85 AISC- Special 1.000 1.0 D+ 1.0 FD+ 1.0 CG+2.450 EB> +0.700EG+ D+FD+ CG+EB>+EG+ 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- ) + FD + CU + EB> + EG- 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB D+FD+CG+E'+EG++<EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB )+FD+CG+E+EG++<EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG-- + 0.910 <EB D+FD+CG±<E+EG-4-+<EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB D+FD+CG+<E+EG++<EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB D+FD+CU+E'+EG-+<EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.9 10 E> + 0.700 EG- + 0.273 <EB )+FD+CU+E'+EG-+<EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D+FD+CU+<E+EG-+<EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.9 10 <E + 0.700 EG- + 0.273 <EB D+FD+CU+<E+EG-+<EB 95 Special 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.750 <EB + 0.700 EG+ D+FD+CG+<EB+EG± 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- ) + FD + CU + <ES + EG- 97 AISC- Special 1.000 1.0 D+ 1.0 FD+ 1.0 CG + 2.450 <EB + 0.700 EG+ )+FD+ CG+<EB+EG+ 98 AISC - SDecial 1.000 0.600 D+ 1.0 FD + 0.600 CU+ 2.450 <EB + 0.700 EG- )+ FD + CU + <ES + EG- Frame Member Sizes Mem. No. Fig Width (in.) FlgThk (in.) Web Thk (in.) Depth . (in.) Depth2 (in.) Length (ft) Weight (p) FlgFy (ksi) WebFy (ksi) Splice it. I Codes Jt.2 Shape 10002 5.00 0.1345 0.1345 9.00 9.00 3.83 38.9 55.00 55.00 SS SS 3P 6.00 0.5000 0.3125 28.00 28.00 26.61 1365.1 50.00 50.00 BP KN 3P 2 6.00 0.5000 0.3750 34.00 28.00 10.33 508.7 50.00 50.00 KN SS 3P 3 6.00 0.3750 0.3125 28.00 18.00 14.50 577.8 50.00 50.00 SS SP 3P 4 6.00 0.3750 0.3125 18.00 28.00 15.50 616.8 50.00 50.00 SP SS 3P 5 6.00 0.5000 0.3750 28.00 34.00 10.97 551. 50.00 50.00 SS KN 3P 6 6.00 0.5000 0.3125 28.00 28.00 25.53 1320.3 50.00 1 50.00 1 BP I KN 3P Total Frame Weight= 4978.9 (p) (Includes all plates) Frame Pricing Weight = 5210.3 (p) (Includes all pieces) Boundary Condition Summary Member X-Loc - Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No I 0/0/0 0/0/0 0.0000 6 52/10/0 0/0/0 1 Yes Yes No 0/0/0 0/0/0 0.0000 10002 0/0/0 22/4/12 Yes Yes Yes 0/0/0 0/0/0 0.0000 File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 136 of 148 Sum nforrec with Reactions Check- Framing Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 8.1 7.9 FD 0.0 0.0 9.6 9.6 CG 0.0 0.0 6.6 6.6 0.0 0.0 15.4 14.8 <L 0.0 0.0 15.4 14.8 ASL' 0.0 0.0 0.0 0.0 AASL 0.0 0.0 0.0 0.0 Wi> 9.7 9.5 12.4 12.4 <WI 11.1 11.5 21.2 21.2 W2> 13.3 13.2 5.0 5.0 <W2 7.6 7.8 13.7 13.7 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 30.5 30.5 L 0.0 0.0 15.4 14.8 E> 13.9 13.9 0.0 0.1 EG+ 0.1 0.0 3.6 3.6 13.9 13.9 0.0 0.1 EG- 0.1 0.0 3.6 3.6 WPA1 0.2 0.6 18.7 18.7 WPDI 12.1 12.3 12.4 12.4 WPA2 3.3 3.1 11.0 11.0 WPD2 8.5 8.6 4.6 4.6 WPB1 0.1 0.6 23.9 23.9 WPCI 12.0 12.3 14.6 14.6 WPB2 3.4 3.1 16.1 16.1 WPC2 8.5 8.6 6.8 6.8 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 n__ fll..4.. C IJOOC I na, .,uj X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 44 1 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 52/10/0 1 4-A 1 6 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 C VT CU Q Mem. LICUCI Stiff. U fffffIn. Desc. Loc. Web Depth hit a/h a Thick. Width Side . Welding No No (ft) (in.) I (in.) (in.) (in.) Description I I S3 23.69 27.000 N/A N/A N/A 0.5000 2:500 Both F-FP,W-OS-0.I875 1 2 S5 21.62 26.771 85.67 N/A N/A 0.1875 2.500 . Both W-OS-0.1875 1 3 S5 20.88 26.779 85.69 N/A N/A 0.1875 2.500 Both W-OS-0.1875 6 1 S9 22.67 26.761 85.63 N/A N/A 0.5000 2.500 Both W-OS-0.1875 File: 4510-09-Magellan.FBO . Version: 7.1f _______ 09-1654 Calculations Package Date: 6/19/2009 __________ Time: 7:57:30 AM Page: 137 of 148 OLPIICU L,IIU-Z Idic tY1WI"Ut ,..uUflC',. L.una End-Plate Dimensions I - -, Bolt Outside Flange Inside Flange I Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lst/2nd Configuration Pitches lsti2nd ID Desc. (in.) ID Desc. (in.) No. No. JjL _jj, (in.) (in.) 1000 2 CIP 0.250 6.00 10.00 0.500 A325N/PT 3.00 11 Flush 1.50 11 Flush 1.50 2 1 2 KN(Face) 0.750 6.00 35.02 0.750 A325X/PT 3.50 14 Flush 2.00/2.00, 14 Flush 2.00/2.00 2 1 KN(Face) 0.750 6.00 34.99 0.750 A325XIPT 3.50 14 Flush 2.00/2.00 14 Flush 2.00/2.00 3 2 SP 0.375 6.00 21.40 0.750 A325XIPT 3.50 13 Flush 2.00/2.00 31 Extended 3.50/2.00 4 1 SP 0.375 6.00 21.40 0.750 A325X1PT 3.50 13 Flush 2.00/2.00 31 Extended 3.50/2.00 5 2 KN(Face) 0.750 6.00 35.00 0.750 A325X/PT 3.50 14 Flush 2.00/2.00 14 Flush 2.00/2.00 6 2 KN(Face) 0.750 600 35.00 0.750 A325XJPT 3.50 14 Flush 1 2.00/2.00 14 Flush 1 2.00/2.00 Required Strength - Out Available Strength - Out Required Strength - In - Available Strength - In - Mem. Jt. Ld' Axial Shear Moment Design Shear Moment Ld Axial I Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1000 2 1 -0.0 2.0 55.5 Thin plate 37.7 67.0 13 -0.0 1.6 46.0 Thin plate 37.7 67.0 2 1 2 40 -1.3 18.4 3926.3 Thin plate 265.1 3901.5 41 -0.9 12.1 3362.9 Thin plate 265.1 3901.5 2 1 40 -1.3 18.4 3926.3 Thin plate 265.1 3901.5 41 -0.9 12.1 3362.9 Thin plate 265.1 3901.5 3 2 60 6.. 0. 343.0 Thin 212.1 418.8 1 . -3. 0.5 Thin plate 159.0 576.5 4 1 60 6.4 0. 343.0 Thin plate 212.1 418.8 1 -3. 0.5 553.'I Thin 553.plate 159.0 576.5 5 2 39 -3.8 18.4 4035.' Thin plate 265.1 3901.5 42 1.4 12.0 3519.5Thin 265.1 3901.5 6 2 39 -3.8 18. 4035.' Thin plate 265.1 3901.5 42 1.. 12.0 3519.5plate 265.1 3901.5 r iaug M c or aLt ember From Member Joint 1 .a, From Side Point 1 Part Design Note 21/0/0 21/0/0 SFB3004 1 22/10/9 22/10/9 (2)FB3050 2 3/4/0 6/6/3 (2)FB4040 3 10/4/0 21/6/3 FB3000 4 10/10/0 36/6/3 FB3030 5 5/4/0 46/6/3 (2)FB4040 rat apt. z X-Loc U,. ,,u,nrnua. Grid y Moment Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length nt Length Size bearing required? w/stiff Width 0/0/0 44 14.21 1.42 18.0 2 1.90 26.88 N 0.48 26.88 N - - - - . - -, - - - -. ---- _.,.,1 C...,-----... ..k.... IT Cr'nn, ,Tn.,f 1 'I Controlling Cases Required Strength Available Strength Strength Ratios Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. I Depth Axi al + Shear Pr Vr Mix Miry PC VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 10002 3.83 9.00 1 1 -0.0 -2.0 -55.5 0.0 49.1 20.9 169.5 39.0 0.33 0.10 1 23.72 28.00 32 32 -12 -8.' -1918.6 0.0 313.5 92.4 4183.6 289.8 0.48 0.09 2 4.47 31.53 94 2 0.2 11.3 -1100.9 0.0 523.4 140.6 2494.3 302.2 0.44 0.09 3 7.84 22.60 13 32 2. 8.6 -514.6 0.0 339.8 107.1 966.5 218.5 0.54 0.10 4 0.00 18.00 60 76 6.4 -8.2 -343.0 0.0 296. 101.3 824.6 215.1 0.43 0.09 5 8.70 34.00 76 28 -2.8 -11. -1851. 0.0 361.6 129.8 6077.8 304.8 0.31 0.09 6 2275 28.00 13 13 10: -8.4 1584. 0.0 428.6 92. 3288.8 289.8 0.49 1 0.09 Mem. No. Loc. ft Lx in. LyILt in. Lb in. Ag in.2 Ath I in.2 lxx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx I in.3 Zy in.3 J in.4 Cw in.6 Cb I Rpg I Rpc Qs Qa 10002 3.83 46.01 46.0 46.0 2.52 2.52 33.89 2.80 7.53 1.12 8.53 1.72 0.07 55.09 1.00 1.00 1.13 0.67 0.88 1 23.72 284.69 10.1 10.1 14.44 14.44 1647.08 18.0 117.65 6.02 139.45 9.66 0.78 3416.11 1.01 1.00 1.19 1.00 0.75 2 4.4 559.85 39.3 39.3 17.45 17.45 2333.05 18.13 148.01 6.04 180.44 10.07 1.05 4364.18 1.06 1.00 1.22 1.00 1.00 3 7.84 559.85 180.1 180.1 11.33 11.33 827.17 13.56 73.21 4.52 87.29 7.28 0.44 1673.54 1.03 1.00 1.19 1.00 1.00 4 0.00 559.85 180.1 180.1 9.89 9.89 483.19 13.5 53.69 4.51 62.90 7.1 0.3 1051.82 1.0. 1.00 1.1 1.00 1.00 5 8.70 559.85 40.4 40.4 18.38 18.38 2806.53 18.15 165.09 6.05 202.59 10.16 1.09 5090.82 1.10 1.00 1.23 1.00 0.73 6 22.75 272.9' 117.0 117.0 14.44 J4.44 1647.08 18.0' 117.65 6.02 139.451 9.66 0.78 3416.11 1.13 1.001 1.19 1.00 1.00 File: 4510-09-Magellan.FBO Version: 7. If - Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 138 of 148 - Side Units Type Description Magi Loci Offset H or Supp. Dir. Coef. Loc. I p E> MEZZ SEISMIC-Resolved From Plane 3115.00 13/0/0 NA NA N RIGHT 1.000 OF 1 p <E MEZZ SEISMIC-Resolved From Plane -3115.00 13/0/0 NA NA N LEFT 1.000 OF 1 p E> MEZZ SEISMIC-Resolved. From Plane 1335.00 27/4/0 NA NA N RIGHT 1.000 OF 1 p <E 4EZZ SEISMIC-Resolved From Plane -1335.00 27/4/0 NA Ni N LEFT 1.000 OF 4 p E> MEZZ SEISMIC->Resolved From Plane 3115.00 13/0/0 NA Ni N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC-Resolved From Plane -3115.00 13/0/0 NA Ni N LEFT 1.000 OF 4 p E> MEZZ SEISMIC->Resolved From Plane 1335.00 26/2/11 NA NA N RIGHT 1.000 OF 4 ••_ <E .'tEZZ SEISMIC-Resolved From Plane -1335.00 26/2/11 NA NA N LEFT 1.000 OF . I .A.. t_ r..,. C*4. .4 Side Units Type Description Magi Loci Mag2 Loc2 Supp. Dir. Coef. Loc. 3 plf CG (12)250#RTU->Resolved From Plane -28.85 40/4/ -28.85 50/3/14 N DOWN 1.000 OF 4 plf Wi> 10 PSF MIN-Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf <Wi 10 PSF MIN-Resolved From Plane -222.50 0/0/0 -222.50 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN->Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN-Resolved From Plane -222.50 0/0/0 -222.50 26/2/11 N LEFT 1.000 OF 4 plf WPAI 10 PSF MIN-Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf WPDI 10 PSF MIN-Resolved From Plane -222.50 0/0/0 -222.50 26/2/11 N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN->Resolved From Plane 222.50 0/0/0 222.5.0 26/2/11 N RIGHT' 1.000 OF 4 plf WPD2 IO PSF MIN-Resolved From Plane -222.50 0/0/0 -222.50 26/2/11 N RIGHT -1.000 OF 4 plf WPBI 10 PSF MIN->Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf WPC1 10 PSF MIN->Resolved From Plane -222.51 0/0/0 -222.50 26/2/11 N RIGHT -1.000 OF 4 plf WPB2 10 PSF MIN-Resolved From Plane 222.50 0/0/0 222.50 26/2/il N RIGHT 1.000 OF 4 j'plf WPC2 10 PSF MIN->Resolved From Plane -222.51 0/0/0 -222.5( 26/2/li N RIGHT -1.000 OF File: 4510-09-Magellan.FBO Version: 7. If Date: 6/19/2009 IV, AW 09-1654 Calculations Package Time: 7:5.7:30 AM - ' Page: 139 of 148 I ,.d C - rr.nin., No. Origin Factor Def H Defy Application Description User 1.000 150 0 1.0E>+ LOEG- E>+EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- <E + EG- 3 User 1.000 150 0 1.0 EB> 4 User 1.000 150 0 1.0 <EB <EB 5 . System 1.000 0 180 1.0 L 6 System 1.000 0 180 0.700 WI> Ni> 7 System 1.000 0 180 0.700<WI . ZWI 8 . System 1.000 0 180 0.700 W2> W2> 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700WPAI WPAI 11 System Derived 1.000 0 180 0.700WPD1 Wpb . 12 System Derived 1.000 0 180 0.700WPA2 . WPA2 13 System Derived 1.000 0 180 0.700 WPD2 . . . . WPD2 14 System Derived 1.000 0 180 0.700 WPB 1 . VPBI 15, System.Derived 1.000 0 180 0.700 WPC I VPC1 16 System Derived 1.000 0 180 0.700 WPB2 . 17 System Derived 1.000 0 180 0.700WPC2 . VPC2 18 System 1.000 60 0 0.700W1> Vi> 19 System 1.000 60 0 0.700 <WI <WI 20 System. 1.000 60 0 0.700 W2> V2> ' •'. 21 System 1.000 60 0 0.100<W2 .' <W2 22' System Derived 1.000 60 0 0.700WPAI VPA1 23 System Derived 1.000 60 0 0.700WPDI VPD1 24' System Derived' 1.000 60 0 0.700WPA2 . VPA2 25 System Derived 1.000 60 0 0.700 WPD2 WPD2 26 System Derived 1.000 60 0 0.700 WPB I VPBI 27 System Derived, 1.000 60 ,0 0.700 WPC 1 . . VPCI 28 System Derived 1.000 60 0 0.700WPB2 VPB2 29 System Derived 1.000 60 0 0.700 WPC2 VPC2 I Description Ratio Deflection (in.) I Memberl Joint I Load Case I Load Case Description IMax. Horizontal Deflection (H1158) 1.822 6 ' 2 1 ' , E>+EG- Max. Vertical Deflection for Span I (L/I482) -0.396 3 2 5 L Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 140 of 148 me 15, Frame Cross Section: 5 F-I<AME Ui-tOSS SEC I ION A I 1-KAME LINE(S) Dimension Key 1 3-0" 4 2 @5-0" 7 2 1/2" 10 3 @2-6" 13 8 1/2 16 1-6 1/2 2 22-4 3/4" 5 8 3/4" 8 2-2 11/16" 11 1-3 1/4' 14 3 11/16" 17 8 5/16" 3 10" 6 93/16" 9 1-9 1/2" 12 3 1/2" 15 1-1 13/16" 18 3-0" 0.250:12 Frame Clearances Horiz. Clearance between members 1(CX011) and 6(CX0I2): 46-7 7/16" Vert. Clearance at member 1(CX011): 23-5 13/16' Vert. Clearance at member 6(CX012): 22-6 1/4" Finished Floor Elevation = 100-0" (Unless Noted Otherwise) File: 4510-09-Magellan.FBO Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2009 e Time: 7:57:30 AM Page: 141 of 148 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle I Group Trib. Override Design Status 45/6/0 1 10/3/0 Rigid Frame 90.0000 1 - Stress Check System 1.000 1.0D+1.0FD+1.0CG+1.0L> D+FD+CG+L> 2 System 1.000 1.0D+ 1.O FD, + 1.0CG+ 1.0<L D+FD+CG+<L 3 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 ASLA D + FD + CG + ASLA 4 System 1.000 1.0D+ 1.0FD+ l.00G+ 1.0'ASL +FD+CG+AASL 5 System 1.000 1.0D+1.0FD+ 1.0CG+ 1.0PL2 D +FD+CG+PL2(Spans I and 2) 6 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0PL2 D + FD + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0D+ 1.0FD+ l.00G+ 1.0PL2 D + FD + CG + PL2(Spans 3 and 4) 8 System 1.000 1.0D+1.0FD+1.0CG+1.0W1> D+FD+CG+WI> 9 System 1.000 1.0D+1.0FD+1.0CG+1.0<WI +FD+CG+<W1 10 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0W2> D+FD+CG+W2> 11 System 1.000 1.0D+1.0FD+1.0CG+ 1.0<W2 +FD+CG+<W2 12 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0WI> +FD+CU+WI> 13 System 1.000 0.600 D+0.600 FD+0.600 CU+ 1.0 <WI D+FD+CU+<W1 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0W2> +FD+CU+W2> IS System 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0 <W2 D+FD+CU+<W2 16 System 1.000 l.OD+ l.OFD+ 1.0CG+ 1.0 Fl, D +FD+CG+FL 17 System 1.000 1.0 D + 1.0 FD + 1.0 CG D + FD + CG 18 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750W1> D +FD+CG+L+WI> 19 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750<WI +FD+CG+L+<W1 20 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750W2> +FD+CG+L+W2> 21 System 1.000 I.OD+ I.OFD+ 1.0CG+0.750L+0.750<W2 +FD+CG+L+<W2 22 System 1.000 1.OD+1.OFD+I.00G+0.750L>+0.750Fl, D +FD+CG+L>+Fl, 23 System 1.000 1.0D+1.0FD+ I.0CG+0.750<L+0.750FL +FD+CG+<L+FL 24 System 1.000 1.0 D+ l.OFD+ 1.0 CG+0.750 ASLA+0.750FL D +FD+CG+ ASLA+FL 25 System 1.000 1.0D+ I.OFD+ 1.00G+0.75OAASL+0.750Fl, D +FD+CG+AASL+Fl, 26 System 1.000 I.OD+ l.OFD+ I.0CG+0.750L+0.750W1>+0.750FL D+FD+CG-fL+WI>-I-FL 27 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <Wi + 0.750 FL FD+CG+L+<WI+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 W2> + 0.750 FL FD+CG+L+W2>fFL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CG+L+<W2+FL 30 System 1.000 l.OD+ 1.0 FD+ 1.0 CG+0.750 FL D+FD+CG+FL 31 System 1.000 1.0D+I.0FD+ 1.0CG+0.910E>+0.700EG+ D+ FD, +CG+E>+EG+ 32 System 1.000 l.OD+ 1.0FD+ 1.0CG+0.910<E+0.700EG-l- D + FD + CG + <E + EG+ 33 System 1.000 0.600 D + 0.600 FD+0.600 CU + 0.910 E+ 0.700 EG- D + FD + CU + E + EG- 34 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 <E+ 0.700 EG- +FD + CU + <E+ EG- 35 Special 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.750 E> + 0.700 EG+ D + FD + CG + E> + EG-'- 36 Special 1.000 1.0D+1.0FD+1.0CG+1.750<E+0.700EG-f D +FD+CG+<E+EG-1- 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.750 E> +0.700 EG- D+FD+CU+ E>+EG- 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EG- + FD + CU + <E + EG- 39 AISC - Special 1.000 1.0D+1.0FD+ I.0CG+2.450E>+0.700EG+ D + Fl) +CG+E>+EG+ 40 AISC- Special 1.000 I.OD+ 1.0FD+ I.0CG+2.450 <E+0.700EG+ D + FD + CG + <E + EG+ 41 AISC- Special 1.000 0.600D+ 1.0FD+0.600CU+2.450E>+0.700EG- +FD+CU+E>+EG- 42 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <E + 0.700 EG- + FD + CU + <E + EG- 43 System Derived 1.000 l.OD+ 1.0 FD+ 1.0CG+ l.OWPAI +FD+CG+WPA1 44 System Derived 1.000 0.600 D + 0.600 FD+0.600 CU+ 1.0 WPAI + FD + CU+WPA1 45 System Derived 1.000 I.OD+ l.OFD+ 1.0CG+0.750L+0.750WPAI D+FD+CG+L+WPA1 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPAI + 0.750 FL FD+CG+L+WPAI+FL 47 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WPDI + FD + CG + WPDI 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI + FD + CU + WPDI 49 System Derived 1.000 l.OD+ 1.0FD+ 1.0CG+0.750L+0.750WPD1 D+FD+CG+L+WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPD1 + 0.750 FL FD+CG-fL+WPDI+FL 51 System Derived 1.000 1.0 D+ l.OFD+ l.00G+ 1.0 WPA2 +FD+CG+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 + FD + CU + WPA2 53 System Derived 1.000 l.OD+ 1.0FD+ 1.0 CG+0.750 L.+0.750WPA2 D+FD+CG+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPA2 + 0.750 FL FD+CG-1-L+WPA2+FL 55 System Derived 1.000 l.OD+ I.OFD+ 1.0 CG+ 1.0 WPD2 +FD+ CG+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 57 System Derived 1.000 1.0 D+ 1.0FD+ l.00G+0.750L+0.750WPD2 D+FD+CG+L+WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPD2 + 0.750 FL FD+CG-fL+WPD2+FL 59 System Derived 1.000 1.0D+1.0FD+ I.00G+ l.OWPBI +FD+CG+WPBI 60 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB + FD + CU + WPBI File: 4510-09-Magellan.FBO Version: 7.1f 09-1654 Calculations Packag Date: 6/19/2009 e Time: 7:57:30 AM Page: 142 of 148 61 System Derived 1.000 1.0D+ 1.0 FD+ 1.0CG+0.750 L+0.7SO WPB I D+FD+ CG+ L+WPBI 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB I + 0.750 FL D+FD+CG±L+WPB 1+FL 63 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WPC I D + FD + CG + WPCI 64 System Derived 1.000 0.600 D+ 0.600 FD + 0.600 CU+ 1.0 WPC D + FD + CU + WPCI 65 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.7SO WPC I D+FD+CG+L+WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPCI + 0.750 FL )+FD+CG-4-L+WPC1+FL 67 System Derived 1.000 1.0D+ 1.0 FD+ 1.0CG+ 1.0WPB2 )+FD+CG+WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPl32 D + FD + CU + WPB2 69 System Derived 1.000 1.0D+ 1.0 FD+ 1.0 CG+0.750L+0.750WPB2 D+FD+CG+L+WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 + 0.750 FL D+FD+CG+L+WPB2+FL 71 System Derived 1.000 1.0D+1.0FD+ 1.0CG+ 1.0 WPC2 D+FD+CG+WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 D + FD + CU + WPC2 73 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.750WPC2 D+FD+CG+L+WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 + 0.750 FL D+FD+CG+L+WPC2+FL 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D+FD+CG+E>+EG±fEB> 76 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG-1- + 0.273 EB> )+FD+CG+E>-f-EG++EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.9 10 EB> D+FD+CG+<E+EG++EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 EB> D+FD+CG+<E+E&HEB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D+FD+CU+E>-fEG-+EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E + 0.700 EG- + 0.273 EB> D+FD+CU+E>+E0+EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273<E + 0.700 EG- + 0.910 EB> D+FD+CU+<E+EG-+EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.9 10 <E + 0.700 EG- + 0.273 EB> D+FD+CU+<E+EO-+EB> 83 Special 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.7SO EB> +0.700 EG+ D+FD+CG+EB>± EG+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- D + FD + CU + EB> + EO- 85 AISC - Special 1.000 1.0D+1.0FD+ 1.00O+2.450 EB> +0.700EG+ D+FD+CO+EB>+EG+ 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- D + FD + CU + EB> + EG- 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG-4- + 0.910 <EB )+FD+CG+E>+EG++<EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E'- + 0.700 EG+ + 0.273 <EB D+FD+CG-i-E>+EG-I-+<EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG-I- + 0.910 <EB )+FD+CG+<E+EG++<EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 <EB D+FD+CG+<E+EG++<EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E + 0.700 EG- + 0.910 <EB )+FD+CU+E>+EO-+<EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D+FD+CU+E>-l-EO-+<EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB )+FD+CU+<E+EG-+<EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D+FD+CU+<E+EG-+<EB 95 Special 1.000 1.0D+ 1.0FD+ 1.0 CO+ 1.750 <EB + 0.700 EG+ )+FD+CG+<EB+EG+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- ) + FD + CU + <EB + EG- 97 AISC - Speciai 1.000 1.0D+ 1.0FD+ 1.00O+2.450 <EB +0.700EG+ D+FD+CO+<EB+EG+ 98 1 AISC- Special 1 1.000 10.600D+ 1.OFD+0.600CU+2.450<EB +0.700 EG- D+ FD+CU+<EB +EO- rruwc END. Fig Width (in.) Fig Thic (in.) Web Thk (in.) U1 ,nz.ca Depthl (in.) Depth2 (in.) Length (fi) Weight (p) Fig Fy (ksi) Web Fy (ksi) Splice Codes Shape 0.1345 0.1345 9.00 9.00 Jt.1Jt.2 5.00 3.83 38.9 55.00 55.00 SS SS 3P 6.00 0.6250 0.3125 28.00 28.00 26.61 1490.6 50.00 50.00 BP KN 3P M 6.00 0.5000 0.3750 34.00 22.00 10.33 477.0 50.00 50.00 KN SS 3P 6.00 0.3750 0.2500 22.00 22.00 14.50 497.8 50.00 50.00 SS SP 3P 6.00 0.3750 0.2500 22.00 22.00 15.50 531.1 50.00 50.00 SP SS 3P 6.00 0.5000 0.3750 22.00 34.00 10.97 516.550.00 50.00 SS KN 3P 6.00 1 0.5000 0.3125 28.00 1 28.00 1 25.53 1335.2 50.00 1 50.00 1 BP KN 3P Total Frame Weight = 488I.0 (p)(includes all plates) Frame Pricing Weight = 5190.7 (p) (Includes all pieces) AJUUUUOIJ ._flflfl.w Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in. ) Displacement Y(in.) Displacement ZZ(rad.) 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 52/10/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10002 0/0/0 22/4/12 Yes Yes Yes 0/0/0 0/0/0 0.0000 File: 4510-09-Magellan.FBO Version: 7. If \fp Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 143 of 148 Slim of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 7.7 7.4 FD 0.0 0.0 8.6 8.6 CG 0.0 0.0 9.2 9.2 L> 0.0 0.0 14.0 13.5 <L 0.0 0.0 14.0 13.5 ASL' 0.0 0.0 0.0 0.0 AASL 0.0 0.0 0.0 0.0 WI> 9.1 9.7 -. 10.7 10.6 <WI 9.7 10.7 17.5 17.4 W2> 11.5 12.6 3.9 3.9 <W2 7.3 7.7 10.8 10.7 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 26.8 26.8 L 0.0 0.0 14.0 13.5 • 11.4 11.9 0.0 0.1 EG+ 0.1 0.0 4.0 3.9 <E 11.4 11.9 0.0 0.1 EG- 0.1 . 0.0 4.0 3.9 WPAI 1.4 0.5 16.6 17.5 WPD1 9.9 10.7 10.9 10.5 WPA2 3.8 3.4 9.8 10.0 WPD2 7.4 7.8 4.1 3.6 WPBI 1.5 0.6 20.8 21.6 WPC1 9.8 10.7 12.6 12.3 WPB2 3.9 3.5 14.0 14.2 WPC2 7.4 7.8 5.8 5.4 EB> . 0.0 0.0 0.0 38.9 <ES 0.0 0.0 0.0 38.7 finc. Pint. S.immnry X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 54 1 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 52/10/0 1 5-A 6 0.500 11 29 6 1.500 A36 OS-0.2500 OS-0.2500 Mem Stiff. Desc Loc. Web, Depth h/t a/h a Thick. Width. Side Welding No. No. (±1) (in.) (in.). . (in.) (in.) Description I I S3 23.69 26.750 N/A N/A N/A 0.5000 2.500 Both F-FP,W-OS-0.1875 1 2 SS 21.62 26.750 85.60 N/A N/A 0.1875 2.500 Both W-OS-0.1875 1 3 S5 . 20.88 26.750 85.60 N/A N/A 0.1875 2.500 Both W-OS-0.I875 6 1 S9 22.66 27.012 86.44 N/A N/A 0.5000 2.500 Both W-OS-0.1875 Date: 6/19/2009 09-1654 Calculations Package Page: 144 of 148 wM Time: 7:57:30 AM flnIh,I Mnm.nt ('nnn.'.rtinn IAISC fl(-1t - S id - - End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diarn. Spec/Joint Gages In/Out Configuration Pitches I st/2nd Configuration Pitches I stl2nd ID I Desc. (in.) ID Desc. (in.) No No. (in.) (in.) 1000 2 CIP 0.250 6.00 10.00 0.500 A325N1PT 3.00 11 Flush 1.50 11 Flush 1.50 2 1 2 KN(Face) 0.625 6.00 39.77 0.750 A325XIPT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 2 1 KN(Face) 0.625 6.00 39.74 0.750 A325XJPT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 2 SP 0.375 6.00 23.00 0.750 A325X1PT 3.50 11 Flush 0.00 13 Flush 2.00/2.00 4 1 SP 0.375 6.00 23.00 0.750 A325XIPT 3.50 11 Flush 0.00 13 Flush 2.00/2.00 5 2 KN(Face) 0.625 6.00 39.50 0.750 A325X1PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 6 2 KN(Face) 0.625 6.00 39.50 0.750 A325X/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 Required Strength - Out Available Strength - Out Required Strength - In - Available Strength - In Mem. Jt. Ld Axial Shear Moment Design Shear Moment Ld Axial I Shear Moment Design Shear Moment No No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1000 2 1 -0.0 0.9 24.3 Thin plate 37.7 67.0 13 -0.0 0.9 24.2 Thin plate 37.7 67.0 2 1 .2 40 -4.6 17.3 3773.' Thin plate 265.1 3899.1 41 0.8 11.2 3197.2 Thin plate 265.1 3899.1 2 1 40 4.6 17.3 3773.7 Thin plate 265.1 3899.1 41 0.8 11.2 3197.2 'Min plate 265.1 3899.1 3 2 60 5.6 0. 320.9 Thin plate 106.0 403.0 1 -3.8 0.9 559.1 Thin plate 212.1 532.9 4 1 60 5.6 0.4 320.9 Thin plate 106.0 403.0 1 -3.8 0.9 559.1 Thinplate 212.1 532.9 5 2 39 -3. 20.1 3739.6 Thin plate 265.1 3971.3 42 0.5 11.5 3202.4 Thin plate 265.1 3971.3 6 2 39 -3. 20.1 3739.6 Thin plate 265.1 3971.3 42 0.5 11.5 3202.4 Thin plate 265.1i 3971.3 u..,.,, C... Member From Member Joint 1 From Side Point 1 Part Design Note 1 17/5/4 17/5/4 SFB3004 1 22/10/9 22/10/9 SFB3004 2 3/4/0 6/6/3 (2)FB4020 3 10/4/0 21/6/3 FB3010 4 10/10/0 36/6/3 . FB30I0 5 1 5/4/1 46/6/3 1 (2)FB4024 - X:Loc Moment Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length nt Length Size bearing required? w/stiff Width 0/0/0 -Grid 54 8.42 0.84 18.0 2 1.13 29.50 N 0.28 29.50 N ',l.....k.. C........... il..,. T n,..n np.- Mmh.'r I.otinnc nrp frnm .lnint 1 I - Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr I Mix Mry I Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 10002 3.83 9.00 1 1 -0.0 -0.9 -24.3 0.0 49.1 20.9 169.5 39.0 0.14 0.04 1 23.72 28.00 78 78 -12.5 -7.8 -1941.5 0.0 354.2 94.1 4756.8 357.1 0.43 0.08 2 9.15 22.00 64 2 0.8 10.9 -524.7 0.0 416.3 148.5 1358.3 292.1 0.39 0.08 3 5.37 22.00 78 2.4 8.8 -521.9 0.0 294.4 60.0 897.0 212.5 0.59 0.15 4 15.50 22.00 92 88 0.3 -8.0 -819.3 0.0 294.4 60.0 1988.7 212.5 0.41 0.13 5 8.71 34.00 88 28 -2.8 -13.6 -1845.6 0.0 361.6 129.8 6077.8 304.8 0.31 0.10 6 11.3 28.00 95 76 1 -85.71 8.2 0.0 0.0 111.8 92.4 4183.6 289.8 0.77 0.09 Merit No. Loc. ft I Lx in. Ly/Lt in. Lb in. Ag in.2 Afri in.2 lxx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10002 3.83 46.01 46.0 46.0 2.52 2.57 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.67 0.88 1 23.72 284.69 10.1 10.1 15.86 15.86 1903.82 22.57 135.99 7.52 158.56 11.90 1.26 4228.07 1.01 1.00 1.17 1.00 0.7' 2 9.15 559.98 180.1 180.1 13.88 13.88 982.91 18.09 89.36 6.03 105.84 9.74 0.88 2090.79 1.06 1.00 1.18 1.00 1.00 3 5.37 559.98 180.1 180.1 9.81 9.81 726.06 13.53 66.01 4.51 76.88 7.08 0.32 1581.52 1.02 1.00 1.16 1.00 1.00 4 15.50 559.981 120.11 120.1 9.81 9.81 726.06 13.53 66.01 4.51 76.88 7.08 0.3 1581.52 1.25 1.00 1.16 1.00 1.00 5 8.71 559.98 40.4 40.4 18.38 18.38 2806.53 18.15 165.09 6.05 202.59 10.16 1.09 5090.82 1.13 1.00 1.23 1.00 0.73 6 11.3' 272.9' 156.0 156.0 14.44 14.44 1647.08 18.0' 117.65 6.02 139.45 9.66 0.78 3416.11 3.00 1.00 1.19 1.00 0.92 File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM P 145 of 148 t1e.e fl.eI Pn* I nl fn.. ('rn th.n. Side Units Type Description Magi Loci Offset HorV pp Dir. Coef. Loc. 1 k FL MIEZZ -3.0 13/0/0 NA NA N DOWN 1.000 CL 1 k FD NIEZZ -1.0 13/0/0 NA NA N DOWN 1.000 CL I p E> N= SEISMIC-Resolved From Plane 1365.00 13/0/0 NA NA N RIGHT 1.000 OF I p <E N= SEISMIC-Resolved From Plane -1365.00 13/0/0 NA NA N LEFT 1.000 OF I p E> 'iIEZZ SEISMIC-Resolved From Plane 585.00 27/4/0 NA NA N RIGHT 1.000 OF I p <E MIEZZ SEISMIC-Resolved From Plane -585.00 27/4/0 Ni NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC-Resolved From Plane 2975.00 13/0/0 NA NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC-Resolved From Plane -2975.00 13/0/0 NA NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC-Resolved From Plane 1275.00 26/2/11 NA NA N RIGHT 1.000 OF 4 _p_ <E RyfEZZ SEISMIC-Resolved From Plane -1275.00 26/2/11 NA N/ N. LEFT 1.000 OF tJer flefinesi Frame tine I.nndc for Crnc Sertinn, ç Side Units Type Description Magi Locl Mag2 Loc2 pp Dir. Coef. Loc. 3 plf CG (12) 250# RTIJ->Resoived From Plane -350.18 40/4/2 -350.18 50/3/14 N DOWN 1.000 OF 4 plf Wi> 10 PSF MIN->Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf <WI 10 PSF MIN->Resolved From Plane -212.50 0/0/0 -212.50 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN-Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN->Resolved From Plane -212.50 0/0/0 -212.51 26/2/11 N LEFT 1.000 OF 4 plf WPAi .10 PSF MIN-Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf WPDI 10 PSF MJN->Resoived From Plane -212.50 0/0/0 -212.50 26/2/11 N RIGHT -1.000 OF 4 plf WPA2 IO PSF MIN->Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 10 PSF MIN->Resolved From Plane -212.50 0/0/0 -212.50 26/2/11 N RIGHT -1.000 OF 4 plf WPBi 10 PSF MIN->Resolyed From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf WPCI l0 PSF MIN-Resolved From Plane -212.50 0/0/0 -212.51 26/2/11 N RIGHT -1.000 OF 4 plf WPB2 10 PSF MIN->Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf WPC2 10 PSF MIN-Resolved From Plane -212.50 0/0/0 -212.51 26/2/11 N RIGHT -1.000 OF cu) ioril C C, Y C - - 21rr I File: 4510-09-Magellan.FBO Version: 7. If Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 146 of 148 Deflection Load Combinations - Framin No. Origin Factor Def H Def V Application Description User 1.000,150 0 1.0 E> +' 1.0 EG- E> + EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- <E + EG- User 1.000 150 0 1.0 ES> EB> 4 User 1.000 150 0 1.0 <ES <EB 5 System 1.000 0 180 1.0 L 6 System 1.000 0 180 0.700 Wi> VI> 7 System ' 1.000 0 , 180 0.700 <WI . <WI 8 System 1.000 0 180 0.700W2> .. V2> 9 System 1.000 0 180 0.700,<W2 <W2 10 System Derived 1.000 0 180 0.700WPAI , VPAi 11 System Derived 1.000 0 180 0.700WPDI VPD1 12 System Derived 1.000 0 1180 0.700WPA2 . VPA2 13 System Derived 1.000 0 180 0.700 WPD2 , WPD2 14 System Derived 1.000 0 180 0.700 WPB I WPBI - 15 System Derived 1.000 0 180 D.700 WPC I . VPC1 16 System Derived 1.000 0 180 0.700WPB2 WPB2 17 System Derived. 1.000 0 180, 0.700 WPC2 . , WPC2 18 System '1.000 60 0 0.700 WI> . . . WI> 19 System , 1.000 60 0 0.700 <W F <Wi 20 System 1.000 60 0 0.700W2> W2> 21 System '1.000 60 .0 0.700<W2 . . <W2 22 System Derived 1.000 ' 60 0 0.700WPA1 . AIPAI 23 System Derived 1.000 60 0 0.700 WPDI . WPDI 24 System Derived 1.000 60 0 - 0.700WPA2 '• VPA2 25 System Derived 1.000 60 0 0.700 WPD2 , ' , WPD2 26 System Derived .1.000 60 0 0.700 WPB I ' VPBi 27 System Derived 1.000 60 0 0.700 WPC I . ' ' rpci 28 System Derived 1.000 60 0 0.700 WPB2 ' . . . , WPS2 29 1 System Derived 1 1.000 60 0 0.700 WPC2 , ' . WPC2 t,.. .., C I Description ' Ratio Deflection (in.) IMembeil Joint ILoadCase Load Case Description IMax. Horizontal Deflection IMax. Vertical Deflection for Span 1 , (H1155) (U1646) 1.859 -0.357 6 3 1 2 2 5 I E> + EG- L Date: 6/19/2009 09-1654 Calculations Package Time: 7:57:30 AM Page: 147 of 148 IITTT1::ITTTTTZ Shape: FBO Vail/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: I NBVP - Other 1" psf= 15.00 Supported by others=no Wall: 2 NBVP-Other 1" psf= 15.00 Supported by others=no Wall: 3 NBVP - Panel 1/16" psf= 1.00 Supported by others=no Wall: 4 NBVP - Panel 1/16 psf= 1.00 Supported by others=no Wall: 5 NBVP - Panel 1/16 psf= 1.00 Supported by others=no Wall: 6 NBVP - Panel 1/16" psf= 1.00 Supported by others=no Wall: 7 NBVP - Panel 1/16" psf= 1.00 Supported by others=no Location: 2 NBVP - Tilt Wall 5 1/2" psf= 75.00 Supported by others=no Canopy: 1 Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 41/0/0 acade: 1 NBVP - Panel 1/16 psf= 1.00 Supported by others=no Location NBVP - Tilt Wall 5 1/2" psf= 75.00 Supported by others=no Wall: 8 NBVP - Panel 1/16" psf= 1.00 Supported by others=no Location: 2 NBVP - Tilt Wall 5 1/2" psf= 75.00 Supported by others=no Canopy: 2 Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 4110/0 Facade: 2 NBVP - Panel 1/16" psf= 1.00 Supported by others""nà ,ocation NBVP - Tilt Wall 5 1/2" psf= 75.00 Supported by others=no Wall: 9 NBVP - Panel 1/16" psf= 1.00 Supported by others=no Wall: 10 NBVP - Other 1" psf= 15.00 Supported by others=no Vail: 11 NBVP - Panel 1/16" psf= 1.00 Supported by others=no Wall: 12 NBVP - Panel 1/16" psf= 1.00 Supported by others=no Location: 2 NBVP - Tilt Wall 5-8" psf= 75.00 Supported by others=no Canopy: 3 Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 41/0/0 Facade: 3 NBVP - Panel 1/16" psf= 1.00 Supported by others=no Location NBVP - Tilt Wall 5-8" psf= 75.00 Supported by others=no Wall: 13 NBVP - Panel 1/16" psf= 1.00 Supported by others=no Location: 2 NBVP - Tilt Wall 5 1/2" psf= 75.00 Supported by others=no Canopy: 4 Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 41/0/0 Facade: 4 NBVP - Panel 1/16" psf= 1.00 Supported by others=no Location NBVP - Tilt Wall 5 1/2" psf= 75.00 Supported by others=no Wall: 14 NBVP - Other I" psf= 15.00 Supported by others=no Roof: A SSR 24 KXL . Cool Regal White System Generated Not Applicable 51/0/0 Partition or NBVP - Other 1" psf= 14.00 Supported by others=no Misc. 1 Partition or NBVP - Other I" psf= 14.00 Supported by others=no Misc. 2 Partition or NBVP - Other 1" psf= 14.00 Supported by others=no vlisc.3 Partition or NBVP - Other I" psf= 14.00 Supported by others=no Misc. 4 Partition or NBVP - Other 1" psf= 14.00 Supported by others=no Misc. S Partition or NBVP - Other I" psf= 15.00 Supported by others=no Misc. 6 Location: 2 NBVP - Tilt Wall 5 1/2" psf= 75.00 Supported by others=no Location: 3 NBVP - Tilt Wall 5 1/2" psf= 75.00 Supported by others""no 4e77anine I @ NBVP - Panel 0-0" psf= 0.00 Supported by others=no 13/0/0 File: 4510-09-Magellan.FBO Version: 7.1 f Date: 6/19/2009 09-1654 Calculations Package . Time: 7:57:3OAM Page: 148 of 148 Wall/Roof raiener j,iia Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: I Not Applicable Wall: 2 Not Applicable Wall: 3 Not Applicable Wall: 4 Not Applicable Wall: 5 Not Applicable Vail: 6 Not Applicable Wall: 7 Not Applicable Location: 2 Not Applicable Canopy: 1 Stainless Steel Capped Standard Option Standard Option Yes None No No Facade: I Not Applicable Location Not Applicable Wall: 8 Not Applicable Location: 2 Not Applicable Canopy: 2 Stainless Steel Capped Standard Option Standard Option Yes None No No Facade: 2 Not Applicable ocation Not Applicable Wall: 9 Not Applicable Wall: 10 Not Applicable Wail: 11 Not Applicable Wall: 12 Not Applicable Location: 2 Canopy: 3 Not Applicable Stainless Steel Capped Standard Option Standard Option Yes None No No acade: 3 Not Applicable Location Not Applicable Wall: 13 Not Applicable Location: 2 Not Applicable Canopy: 4 Stainless Steel Capped Standard Option . Standard Option Yes None No No Facade: 4 Not Applicable Location Not Applicable Wall: 14 Roof: A Not Applicable Stainless Steel Capped Standard Option Standard Option Yes None No No Partition or Not Applicable Misc. 1 Partition or Not Applicable Misc. 2 0 Partition or Not Applicable Misc. 3 Partition or Not Applicable Misc. 4 Partition or Not Applicable Misc. Partition or Not Applicable Misc. 6 Location: 2 Not Applicable Location: 3 Not Applicable Mezzanine I @ Not Applicable File: 4510-09-Magellan.FBO Version: 7.1f Date: 6/22/2009 09-1654 Additional Hand Calculations Time: 10:15:13 A14 I Page: Hi VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 ADDITIONAL HAND CALCULATIONS Project: MW Construction, Inc. Name: 4510-09-Magellan.FBO Builder P0 #: 2008 Jobsite: 2016 Palomar Airport Road City, State: Carlsbad, California 92008 County: San Diego Country: United States 09-16 54 H2 ma lTouchMapcom Maps I Country - State I Places I 000915 Earth I Cities I Earthquakes 11Am Here I Let - Long llama Latitude end Longqade 519 To find the latitude and longitude 01 a point Click on the map Drag the marker or enter the Address jj0lG palomarai carlsbad ca Map Center. Land Plat Size - Street View - G000ld Earth 3D - Area hotooranfls Try out tile Goode Earth Plun-In 000gle Earth gives you a 3D look of the area around the center or the map which is usually your last click point and Includes latitude tongltuze and elevation Information Latitude and Longitude of a Point Ado byG00gte !L Develod an Genale Mimi Develop year mapping application wtth.Googla Maps API Premier. Top Online Decreer' Compare Online Schools and Degrees. Financial 09-1654 TT) r . . a pttrn mt e H /tonaIBuiIril ri i i Output for All Catculbor 12006 International Building Code Gemo IpliPe. Reqr - Zip Code = 92008 CoTH rnou 4 t Lj Spectral Response Accelerations Ss and Si Ss and Si Napped Spectral Acceleration Values Data Filiton -________ II00 i 'Data.are based on a,0.01 deg.grid spacing b IrH rFlitionetl Building Code Period Centroid Sa . -- --------. HL P - d (sac) - (g) n 1.251 (Ss) B Diqil zip.ç 0 .1.0 0.472. (SI) Peiod . Maxiiuia Sa (sec) (g) 02 1.360 (Ss) 1.0 0.514- (51) 77 Period Minimum Sa (sec) . (g) 02 1075 (5s) 1.0 ,0408' (Si) -- -S tilt. 4 - Earthquake Loads and Drift bNo.,..< 09-1654 06/15/09 Prepared By: KPT T g.0 '11 2006 International Building Code (based on ASCEI 05 Chapter 12) 8 Reviewed 84 f RC 4.4 Oct 2008 TOTAL ROOF - BRACING DIRECTION Site Data: 117% g 'Mapped rcoiderd eq ctral response 'cceI at short penodri UsGs J0 a 22 1g,'s 44% '- Map'p'ed x cnsided q.sp&tralrese a'celat Calculator 'W\ Fi22-2r' lo - stiff Sal '•'J7 Site Class (if not Table 20.3-1 ' - sec - , F22i5 F0 1.030 override Site adjustment coefficient for short periods Table 11.4-1 F, . 1.556 override Site adjustment coefficient for 1-second periods Table 11.4-2 SMS 1.2097 Adjusted maximum considered eq. spectral response acceleration at short periods Eq. 11.4-1 SMI 0.6909 Adjusted maximum considered eq. spectral response acceleration at 1-second periods Eq. 11.4-2 S 5 0.8065 Design spectral response acceleration at short periods Eq. 11.4-3 S01 0.4606 Design spectral response acceleration at 1-second periods Eq. 11.4-4 SDC D Seismic design category using Sw , Table 11.6-1 SDC D Seismic design category using SdI Table 11.6-2 SDC max D Seismic Design Category - assigned . 11.6 IStructural 1 steel system .must ube Trdesigned in accordance with AISC Seismic Provisions, Part 1 14.1.2/3 Building Information: 26 V" Eight (ffr 'and roof sf$'e '10'u "earoof height) Width ( ' .:_!i Length 1 ,. - s. Numberof frames that resist seismic forces ri the direction of loading (for redundancy)t -' . ' Story . 1 Os rude. Number of stories 9itcxir 0 phegm is p..sxlet.s 9 Building has no PI.AN or VERTICAL Irmegulanties ff7O4.s . - t . -)' ' .: * - - - 12 3 . a i &'-t. -'-- DL 20 psi Distributed roof dead loads (panels, secondary, frames; DL and CG as appl:cable) . r--"sa ................- . . .. SL 0 psi Snow load (206/'CZat =now when pf>30 psf... will become part of seismic \A 12 7 2 4a 21 lops i Wall weight or ther User c 'nd' lads to be inluded in the total seismic weight below e.loftt a&L1j55 -a W 145.02 lops Total seismic weight fljity to frame analyzed (DL, CG, SL, Wu,.r as applicable) 12.7.2 Y. Standard - ,Suismic Occupancy (used to define Seismic Use Group) - , 11 Table 11 . I Importance factor Table 11.5-1 7IOCBF ORDINARY CONcENTRiCALLY BRACED FRAIIE H SYSt.1b S 014 Table,112.k ij R 3.25 1. override Response modification coefficient Table 12.2-1 no used 21_j override ISystern overstrength factor (used) Table 12.2-1 35 it Building height limit (OK) Table 12.2-1 A - 6201 sqS Total floor area (level under consideration, same as roof area for 1-story buildings) edundancy P 1.300 -overrIde _(Redundancy factor for strength calculations ulvalent Lateral Force Procedure C - 0.02 Building period coefficient x 0.75 Building period exponent To 0.2303 sec. Approximate fundamental period To ,,,, . 0.1 sec. Alternative approximate fundamental period Cu 1.4000 Coefficient for upper limit on calculated period 0.3224 sec. Maximum fundamental period for strength calculations T 0.2303 sec. Fundamental period (alternate to full analysis: may use T=Ta) H 3 ,'y,SL irlzo al(op' )appliedi S O, 35 '$.°4 0.46 -________Elsticrrarne ths,placemant pk the mof height lsssumau bssasi on applwd loads H) j4_ 1 1_- _____IFoundatlan fexblily adsiment factor - aounfs for sol-stucture literaciton g 386 ,n,soc 2 Gravity acceleration T,,1 1 444 sec Calculated fundamental period using Rayleigh's method (a/k/a UBC Method "6) C5 0.2481 Seismic response coefficient C. ,., , 0.6154 Maximum seismic response coefficient C, ,e, 0.0100 Minimum seismic response coefficient I_0.2481 I Final C. for strength calculations V (=Q) 36.0 tops Seismic base shear for strength calculations (total for system under consideration) egulredStrength(DesIgnForces) Eh = p Q5 46.8 tops Horizontal seismic force Em5 = fl, QE 72.0 tops Horizontal seismic forte withoverstrength E, '±0.2 S05D 20.0 tops Vertical seismic force (additive or counteracting) 12.3.4 12.3.4.2 2'34T2 12.8 Table 12.8-2 Table 12.8-2 Eq. 12.8-7 Eq. 12.8-8 Table 12.8-1 - 12.8.2 12.8.2 ... - 12.7.1 - Eq. 154-6 Eq. 12.8-2 Eq. 12.8-3/4 Eq. 12.6-5/6 Eq. 12.8-1 Eq. 12.4-3 Eq. 12.4-7 Eq. 12.4-4 - - - -. - Jb Ida 01654 Earthquake Loads and Drift 'W 2006 International Building Code (based on ASCE7 05 Chapter 12) Rev, 4 - Oct 2008 (reSs ) - . ASCF70 T-, . 0 230 - Callled perrad 61 I imdad by T- . . 12 6 6 0 6154 i Maximum SL sm response oueffc en) for dm1 . - -- 4 C , C 246 Final C fv dad as culat, n- V (=0 ) .36.0 rp Seismic base strearfor 3rd cur sultans (total 10 ysEtrn under consideration) '. Eq 126-1 Em - p 0 360 p- Horrzontul suisirn,ic lo3J effect innust ale include vadical eded) Eq 124 3 = Q 72 0 c Spourm Scoconl Iou cm ci ad (e ust aPe inciude oulical ceam C uSual - . Eq 124 7 LF 0 77 ) Etledisr. loud 1sc6y for VPC dod toad combinations 2)-) 0 f29 Story dm1 bau)-cs'uu'atcj from pnui Todd sd buC lmr Parr" - 0.418 Design story drift . . . - Eq 126-15 H 745) H /40 - i4Se m1c dad ml Prascribmi by lade - - 7.8 Allowable story drift for 1-101 bu (dm1 (aS e n vu s cant accommodate slory dt) . Table 12 12-1 P-Delta Eftects - 0 - C 002 - StabilIvccdl eat Is-s than 10 (muno'ad) - . . - Eq 126-16 - 1 000 PaHu 01 -sM design Isaac 5155 demand) en shear aspuc y - - 0 154 Uppurlimivtas stability cualf ent dursurni.ng di IC 55 ilysis sslhcul P 5) . Eq 1 L 0-17 = 1/(1). 1 000 Incremental hOer related to P-s . -- - - - 12 8 7 A ad 0410 - Final des ion 5101 dad Screens for H-C eta not raqu cd1 (H 746) - - ----- - 'Pàgé H7 %lm7 Earthquake Loads and Drift oäte: 06/15/09 I ___________ Prepared By. KFT Chapter 12 Re'4ewddB.y Ifli 2006 International Building Code (based on ASCE7 05 C ap er ) f/Rev 4"0ct2008 TflTI MF77 - RP,I1IFJ( OIRrr(1Tii')PJ 117% 1S d ''p USGS Java . -Fig 22-1 S1 44% 1rted m.x ons ee d'q. sctral rpse acel.at 1-s&0nd riods - Calculator Fig 22-2 r. Hr Sit Class (if iot know ltD ) •Table 203 1 4 is c Long enod transition penod (from map) Fig 22 15 F0 1.030 ovenlde Site adjustment coefficient for short periods Table 11.4-1 F0 1.556 ovemde Site adjustment coefficient for 1-second periods Table 11.4-2 SMS 1.2097 Adjusted maximum considered eq. spectral response acceleration at short periods - Eq. 11.4-1 SMI 0.6909 Adjusted maximum considered eq. spectral response acceleration at 1-second periods Eq. 11.4-2 SOS 0.8065 Design spectral response acceleration at short periods Eq. 11.4-3 S01 0.4606 Design spectral response acceleration at 1-second periods Eq. 11.44 SOC D Seismic design category using Sd0 Table 11.6-1 SDC 0 Seismic design category using S01 . . Table 11.6-2 SDC D Seismic Design Category - assigned - 11.6 14.1.2/3 $ HE 26 iT' E& height (fdrfranes perperidiciilar'tóridjé and roof slope >10 ue mean roof height) 'S WIOth 53 a Building width (frame transverseframes) Length l Lii7 a Building le,th I I ' Number of frames that resist seismic forces in the direction of loading (for redundancy)) Story 1 ov rn e Number of stories EJRcct OtaphirnFWUBi1 . DBufldJghasno LAN OrVERlICAL fltreS 3 - -' o"' 30 Distributed roof dead loads (panels, secondary. frarnae; DL and CG as applicable) , ,1 - - 12.7.2 . .0•,. ,taM s-i, ..ns-., SL .i 0 psI. Sno'.v Juad (20% of flat roof snow when pf 30 psf..-f will become part of seism ) i - - . 12.7.2.4n1 21 k,,s W%all vight lads to b included in the total seismiceigh1 beki ,..;S W 207.03 k/ps Total seismic weight tributa to frame analyzed (DL, CG, SL, W, as applicable) 12.7.2 OS S5S S .0-s .'°2'5 ys•yf• , - S 0055 55i Standard V , 5 4..tSeismic Occupancy (used to define SeismIc Use Group)rs. jable 1-1,e5s& s/& I 1 Importance factor Table 11.5-1 OCBF ORDINARY coNcEiitTR1cALLY BRACED FRAME H ForTce-RZ ia R 3.25'override Response modification coefficient Table 12.2-1 - Clo 0000 2 override System overstrength factor (used) Table 12.2-1 overnde Deflti — — iTable12 H0100 35 if Building height limit (OK) - - Table 12.2-1 A 5201 S9 Total floor area (level under consideration. same as roof area for I-story buildings) Redundancy - 12.3.4 1.300 override- IRedundancyfactorforstrength calculations 12.3.4.2 ______ ___________ ________ caiculations .1.2 1, Equivalent Lateral Force Procedure 12.8 CT 0.02 Building period coefficient Table 12.8-2 x 0.75 Building period exponent . . Table 12.8-2 T0 0.2303 Sec. Approximate fundamental period . Eq. 12.8-7 T0 ffdn 0.1 sec. Alternative approximate fundamental period Eq. 12.8-8 Cu 1.4000 Coefficient for upper limit on calculated period Table 12.8-1 Tmaa 0.3224 sec. Maximum fundamental period for strength calculations 12.6.2 T 0.2303 sec. Fundamental period (alternate to full analysis: may use ToTa) 12.8.2 .uOe&O.,OO 4. 5 5",5'5'01 n ' ' '5'l' vt '.7" ;'aa40"e'-•t, r - r DUse Actua fundvnntai period -r Instdad of Ta,4 H 2 vp-s urn of 0 'i_onlal (yHv) eppiivd 1ons\' \* 8 , 3 . 1) sf5 s E!stic ,ra'n cavpiacvmon a Th n e sA height less umeci e.5sd on ap.tieri losos 1411 1 I1 Me10 jFoundafon flesbllity adjustment factor - accounts for sat-structure fsterarlbn 9 - 336 'vsec 5 Gravity acceleration T00, 1.726 sac Calculated fundamental period using Rayleigh's method (a/I:fa UBC Method '2) C5 - 0.2481 Seismic response coefficient - Cs mx - 0.6154 , Maximum seismic response coefficient C0 ndn . 0.0100 Minimum seismic response coefficient , C0_ - 0.248 1 Final C0 for strength calculations - V (=Q€) 61.4 k/ps Seismic base shear for strength calculations (total for system under consideration) Required Strength (Design Forces) P QE 66.8 kips Horizontal seismic force E015 = 110 QE 102,7 kips Horizontal seismic force with overstrerigth - - - E0 8±0.2 S55D 30.0 kips Vertical seismic force (additive or counteracting) - 12.7.1 Eq. 15,4-6 Eq. 12.6-2 Eq. 12.8-3/4 Eq. 12.8-5/6- Eq. 12.8-1 Eq. 12.4-3 Eq. 12.4-7 Eq. 12.4-4 -4 - -; Jb No 01654 Earthquake Loads and Drift 2006 International Building Code (based on ASCE7-05 Chapter 12) Rey 4 Oct 2008 (Page 2) - uSLE-o5 briüi Lr 0 2 103 c Ca CijOted period f icx! imited by T . 12 8 e 05154 Mas mum Sc mc Fesponse ooufficiierit for di 8 - 4 0 2481 Final C (or dod as cuhOonu Vu (SQ r) 51.4 P, Seismic base shear for drift ca, cu I at o no çtoial for srncm urdor cons id rat c) Eq 125 1 Em = Pd Q a 51 4 1 p Honc fbi seismic load ei1t must ri!so nc1udc verlical seas effect) - . Eq 124 Easi = . QE 1 102.7 , Special honuonbul seam loud (mu I st also inclide yeS ca opium c effect) Eq 124-7 LF ( 0 77 ) Efteoue nod loOm to, SEC drift load,combinations fOE) 0 128 - SHy dod baca nYat=d fern p nod Tdoft and bye n5 ou 0-H A, 0.418 DesIgn story drift Eq 12 e-15 )H/745) H 140 . - In ISeismIc duff limit - Rro~scnlred by ccsdE - - - A 7.8 Allowable story drift to, 1- roy bu ft non lisbon isO s cool accommod Sb story diii - - Table 12 12-1 P-Delta Effects O 0 002 SLb coefficientty lass than 10 llqno oH - - . Eq 120 lb 1 050 [ lEO oaf urn mc desiln chen (max demand) vs SocOr apocl5 0 154 Upper rut on Orb my cwff. yet a - urn nq eta Oic an a r soSh ul ii- 0) Eq 12 17 = 11(1 ) 1 000 - Incrome-nial faiic re-Poled to P-s effects - 12 8 7 A, 0a 0 418 Final design Sam drift (incrome for P-DoLi not re-qu red) - H 7461 7 Page: H9 Earthquake Loads and Drift 06/15/09 HFrepared By KPT U1tW1 2006 International Building Code (based on ASCE7-05 Chapter 12) 5 RevieWed By i9Rv4Oct2OO8 TflTAI Rfl()F - RAMP m1PTICiPJ Mapped s enod". /4 USGSJava Fi22,iJ 44 / Mapped nx citdered eq sctral response accl at 1-sec01id j,ettods Calculator i5 Fig 22-2 % . .-' lO - SWfsoli SileCass(ifnotknownselectD) TLB$. __ uec ___Lon9-enod transition period (from map) F. 1.030 override__ adjustment coefficient for short periods - Table 11.4-1 F0 1.556 _Site override Site adjustment coefficient for 1-second periods Table 11.4-2 SMS 1.2097 Adjusted maximum considered eq. spectral response acceleration at short periods Eq. 11.4-1 s; 0.6909 Adjusted maximum considered eq. spectral response acceleration at 1-second periods Eq. 11.4-2 SOS 0.8065 Design spectral response acceleration at short periods . Eq. 11.4-3 S01 0.4606 Design spectral response acceleration at 1-second periods Eq. 11.4-4 SOC D Seismic design category using Sdn " Table 11.6-1 SDC 0 Seismic design category using S1 . Table 11.6-2 S00 0,00 D Seismic Design Category - assigned 11.6 14.1.2/3 07- HE - _26 J E it sl °1O — 'WIdthds 53 fl t 17 iLngth 117 ,it Bulldtrrg Y./ I . Number of frames that resist seismic forces m the drection of loading t d ndanc ) . Story 1 ovemd1Number of stories . 0a - - . 4t9R1DhragmisR.1BLE ButdinghasnoPtANorVERTIcALinsgutaritien B ',.. , ., i3 DLI 0 psf D finbutd roof dead l6ads (paels seondaty, lrnr DLand CG as applicable)— . 12 7 2 SL 0 f Snw d (20% of flat roof snoen pw 30 p5fB ue becompartfseiric 12 7 2 4 21 laps . Wall weight ? other Us con' loads tobe lncluaecl ii the tal seimicight below 'V W 145.02 kips Total seismic weight tributa to frame analyzed (DL. CG, SL. W0,0, as applicable) 12.7.2 I I I zm ri 055,V ., Seismic ,0O 5' V' cry., Lwnda Seismic Occupancy (used to define Use Group) " TabIe 1-1al I 1 Importance factor Table 11.6-1 1rs IMF - Intermediate Moment Frame Seismic4 Force-Resisting System Table 12.21:. R 4.5 overnde Response modification coefficient Table 12.2-1 flo used 2.5 override JSystemoverstrength factor (used) Table 12.2-1 overnde H,,,00 65 e Building height limit (OK) Table 12.2-1 A 6201 sq P Total floor area (level under consideration, same as roof area for 1 story buildings) CT 0.028 Building period coefficient x 0.8 Building period exponent Ta 0.3794 sec. Approximate fundamental period To w,,. '0.1 sec. Alternative approximate fundamental period Cu 1.4000 Coefficient for upper limit on calculated period T.ax 0.5312 'sec. Maximum fundamental period for strength calculations T - 0.3794 sec. Fundamental period (alternate to full analysis: may use TTa) 12.3.4 12.3.4.2 12.8 Table 12.8-2 Table 12.8-2 Eq. 12.8-7 Eq. 12.8-8 - 0. Table 12.8-1 12.8.2 12.8.2 essJrreo'dpi;iratsH 1 I 'cIFoundation l'exlxiuty adjustment factor - aconunis for sol-sfructure interaction g - 386 c Gravity acceleration Tact .. 1.444 sec Calculated fundamental period using Rayi&0hs rneiho (a/Ida USC Method "B' C5 0.1792 Seismic response coefficient C. mas 0.2697 Maximum seismic response coefficient Corn 0.0100 Minimum seismic response coefficient C,_ I 0.1792 Final C,, for strength calculations V (=QE) 26.0 kips Seismic base shear for strength calculations (total for system under consideration) Eh=P QE 33.8 kips Horizontal seismic force En,5 = 65.0 kips Horizontal seismic force with overstrength E0 ±0.2 S05D 20.0 Icips Vertical seismic force (additive or counteracting) 12.7.1 Eq IS 4-6 Eq. 12.8-2 Eq. 12.8-314 Eq. 12.8-516 Eq. 12.8-1 Eq. 12.4-3 Eq. 12.4-7 - Eq. 12.4-4 I Jc ' 09-11 Earthquake Loads and Drift Date 2006 International Building Code (based on ASCE7-5 Chapter 12) Re 4 Oct 2008 (Paq 2) " A',F705 , Trnn 0 3794 Ca Clatc4 psiad n n led hI T, - 2 8 0 2 C, , 0 2597 Maximum se ,fliC rus pons, bt~rci,nt to Intl 1 C 0 Final C for dri i u un n V5 (O ) 260 p Seismic base shear Ic' dill Ci CU ii is floOlto ' tern mdii cn'nloat E 12 E55 - pd 260 t Horrzontale'rnr load eSl(rnu'lit ii nCudu verticalse.si odFt Eq 4-31 = Q, Q 61),0 x 9p002 hozonhit on C oud tn1 I o C ide cl Ca Cl5ii1 nEoctt Eq 12 4-7 LF 9 Ci E15OCt2a load fiHo III VP, drift IcOd c-nib at n Ci S 0252 Stc' dCi ba OCx cutatcd from p"ndll dnfturd bnsa s Sear yuan 1,009 Design story drift Eq 12 8-15 H309) H 140 SeISMIC 4 dl limit Pie' inbud by C y 7.8 Allowable story drift fan l-sto,-ytjiidi nq e' vu11 ,1 ri C -8O Cite 'IC y dr't - T SIn 12 12-1 -Delta Eft2cts 8 0005 Stabilily ceCi ant liL,1, h 10 yqn .Ci Eq 128 10 0718 Pa a at o in des sin 'Sear aix demand)Ci 'hiacap nCty - 0 170 Upp " lirint on stability citE nit i Uri i el jic vrthoul P- '0 Eq 12 8-1 = 11(1 ) 1 002 tnorernottat tudor rotated to P,-L% cReW - 12 8 7 A, a5 1 009 F iii din qn story daft tinoreas efor P ScSi not req redt (H bOut -/-r-tI 26 53 117 tfl 1 I U Earthquake Loads and Drift .06/15/09 J -'Prepared tr KPT I&2006 International Building Code (based on ASCE7-05 Chapter 12) iRev1eed By: . TOTAL MEZZ - FRAME DIRECTION - Site Data: __________ 117 / g 'Md max. consider1 - - ------- eq. spectra response accel at short Deflods . usos Java Fi'22 i j .' 44% 'g/ Mapped max considered eq. i7ponscceLat 1second rtodt Calculator Fig 22-2' lD IJ 1 2 r j4 seer I Lonpenod tmn'iti nd (fror lap) F22 15 . F 1.030 override Site adjustment coefficient for short periods Table 11.4-1 F0 1.556 overi'ide Site adjustment coefficient for 1-second periods Table 11.4-2 SMs 1.2097 Adjusted maximum considered eq. spectral response acceleration at short periods Eq. 11.4-1 SMI 0.6909 Adjusted maximum considered eq. spectral response acceleration at 1-second periods Eq. 11.4-2 S5s 0.8065 Design spectral response acceleration at short periods - Eq. 11.4-3 S01 - 0.4606 - Design spectral response acceleration at 1-second periods . . - Eq. 11.4-4 SDC • D Seismic design category using Sdl - Table 11.6-1 SDC D Seismic design category using S1 Table 11.6-2 SDC D Seismic Design Category - assigned 11.6 . 14.1.2/3 _Story T[...teNumber of stories - Daooroiapiirsam is ftDOBLE,.'- 9Bufldlflg has noftAN Or.VER11CALiFTegularitteS -r -b - 30 psi, 1 D:stributed roof dead loads (panels, secondary framae; DL' and CG as applicable)tA / 12 7 2 a' -.-, . • ma 0 psi now load (20% of flat roof snow when pf>30 p.f1: will become part of selsniic W) (' ' . +1'$I 1 7 l. • - . $. . . . ' 4' ! OP . * 21 ,kips Wall weight or other User conc loads to beincluded in the total seismic weight below,L. *r W 207.03 kips Total seismic weight tributary to frame analyzed (DL, CG, SL, W, as applicable) 12 7 2 I -u-v - a1i*mo fl - 1. OIc. standard I Seismic Occupancy (used to define.Seism:c Use c..trTable 1-1 1 Importance factor Table 11.5-1 I Iat 5*ru'°W ,roas'-$ J5 fl•74 IMF - Intermediate Moment Frame l.!j Seismic Force-Resisting System 'r., *,. , 4 Table 12.2:1 R 4.5 -override Response modification coefficient . Table 12.2-1 III, used . 3 roverride System overstrength factor (used) . Table 12.2-1 ovemde 21 H.as 35 a Building height limit (OK) Table 12.2-1 A 6201 sq a Total floor area (level under consideration, same as roof area for 1-story buildings) Redundancy 12.3.4 p 1.300 roverridë Redundancy factor for strength calculations 12.3.4.2 2.3 -- .• tpd _j Redundancy factor for dnft calculatlon 12.8 Table 12.8-2 Table 12.8-2 Eq. 12.8-7 Eq. 12.8-8 Table 12.6-1 12.8.2 12.8.2 CT 0.028 Building period coefficient X 0.8 Building period exponent T. 0.3794 sec. Approximate fundamental period Ta ,'Jfl 0.1, sec. Alternative approximate fundamental period Cu 1.4000 Coefficient for upper limit on calculated period Tmau 0.5312 sec. Maximum fundamental period for strength calculations T 0.3794 sec. Fundamental period (alternate to full analysis: may use T=Ta) ' tIre. .jmofhoncnivI('nfy'lapplIedloaclSs . . - . r A 0.45 80 .. . Etssrc frsine isplacement t iheroot height lausumed bvso on applied loads rj I. 1 - . I Foundafon 11exb18y adjusbnrent tastor- acenunts for sot-s8ucture irteraction 386 rn8v Greedy acceleration 1 726 sec Calculated fundamental period using Rayle/gfi's method (a/Ida UBC Method 'B' Cs 0.1792 - - Seismic response coefficient C. 0.2697 Maximum seismic response coefficient C. rein 0.0100 Minimum seismic response coefficient C 5_'I 0.1792 I Final C0 for strength calculations V (=Q) 37.1 tops Seismic base shear for strength calculations (total for system under consideration) - squired Strength (Design Forces) E p QE . 48.2 tops - Horizontal seismic force Em5 = (1, QE 111.3 trips Horizontal seismic force with overstrength - E9 a±02 SD5D 30.0 tops Vertical seismic force (additive or counteracting) 12.7.1 Eq. 16 4-6 Eq. 12.8-2 Eq. 12.8-3/4 Eq. 12.8-5/6 Eq. 12.8-1 Eq. 12.4-3 Eq. 12.4-7 Eq. 12.4-4 - 2005 AISC Section Check Job No. 091 654 . H14 - '... . •.' - + Page: Beam-Column * 06/69 Prepared KPT Design Format = ASD ±' Location: .. Revision 3b DESCRIPTION of MEMBER & LOCATION MBXOOI -'STAIR LANDING iNPtSTIAtA ' . -- • Axial Load = 0.00 kips Unsupported Lx = 13.00 feet . X Axis Moment = 492.74 in-k .. Unsupported Ly 13.00 feet - ..YAxisMornént= .0.00 --. Ink,F Unsupported Lt 13.00 feet .. Shear Load= 12.63 kips Unsupported Lb = 13.00 feet - . -, . •- - K=.1.00 F= 55ksi K= 100 F = 70 ksi Kt 1 00 -C=-1.000 MEMBDAT Area (in 2)6.98. Zx (inn3) - .47.00 r(in.). - 7.29- Fig. Width 5 in. FIg, Thick -,0.375 in I,, (in 4)311.5 Zy (in 3)'4 84 -: r (in) 1.06, Web Thick: * 0.1875 in. I'(in4) 7.82 Cw-E4-4(1n) -607.46 r1 (in.) 1.29 Total Depth 18 in S, (in 3)41.2i. Cw LTB (in6), 607 4559 rts 1.29 S-(in3) 3.13 J (ink)-. 0.2145 . ALLOWABLE STP E NiT DO rIpP' cRs$SEcTIONERgNrENT Web Proportions, Flange Proportions QTA Tens:,(kips), 211.64 :Lp 32.62- -. Comp (kips) '4841 9200 667 Lr 11632 Mx(in-k) 561:52 Xpw-. .86.34' - Xpf " 8.73--' Rpc. •1.1210 -My (in-k) . 159.69 Xrw 130:89 .. Xrf - - 16.84 ' .. Rpg - Shear (kips)- 31.43 Flexure noncompact Flexure , conpact' hltw= 92.00 - Axial slender Axial noncompact (h/tw) = 26000 OK f - 11.55 ' ' - , MAX Slender Ratio 147.41 Qa., 0.931 Q . --1.0O0 Member Weight(Ib/ft) 23.77 AISREcI El V0 N GH EK Controlling Limit States -- Combined Unity Check.. 0.88 OK (HI-Ib) -. Axial: N/A - ' Shear Check 0.40 ,. OK G2.' -' X-FIexur: F4.2 - LTB Y-Flexuré: N/A Stiffener spacing: N/A feet, a/h . N/A " Unbracéd Length DependentData 'yex = - N/A Cb = N/A Stiffener size N/A Required stiffener Is N/A in4 yey = N/A Fe LTB = N/A Provided stiffener Is: ,N/A in4 A-CRIT N/A rt = - - N/A - - Tension field action:- NOT USED -- - Sx-. ...- N/A - J= -. N/A Required stiffener area 0 in2 ZX-cnt .. N/A h0 = N/a' Provided stiffener area: 0.000 in OK = N/A h/t = N/A Stiffen&r mximurn b/t: N/A in2, R g =. - N/A dait.LTB = - N/A - - Provided stiffenerb/t: N/A in2 ,.Qa = N/A - .. NOTE: Bolt size allowed in AaRiENDiN( AISC-2005 xis + t •} ± - + - - -• S - ' - :- -•-•'-- 4 fr_S. - -:.,+ ---• -- • ' "t - •- - -: S. ' ,-. -+ - S . • ' - F '.' + Beam Analysis Job #: 09-1654 Page: H15 I of I . References: none Date: 6/23/2009 Author: Ado Hulick Rev. 5 3/25/2004 Designer: KPT I Ctr: I Description MBX002 - LINE C FL 5-8.5 Unit, load plus self wt 2000.00 Support Points:*Note: The beam maybe beam length 23 ft 00 cantilevered at either 500.00 first support 0 ft. end. 0.00 0 5 10 15 20 25 second sunnort 23 ft. Do not add self weight to uniform load v Uniform loads #1 W. #3 starting value 1530 plf 1710 plf ending value 1530 plf 1710 plf starting:x 0 ft 12 ft endinci:x= 12 ft 23 ft Point Loads ft I ft : IL0 0 0 5 10 15 20 25 Point loads: #1 #2 #3 magnitude 6 location 12 k ft k ' ft k ft 1.00 0.80 Moment Loads Moment Loads #1 #2 #3 0.40 magnitude location k' ft k ft k" ft 0 5 10 15 20 25 c.Output value location Shear ft. reaction 1 reaction 2 max. moment neg. moment max stress max. shear max. deflection Deflection Ratio 20.94 22.23 1688.1 -0.24 25.13 21.98 0.727 L I 380 kips kips k-in. k-in. ksi kips in. 0.00 23.00 11.96 23.00 11.96 22.92 11.50 ft. ft. ft. ft. ft. : ft. I T 5 10 15 20 Moment .For bearndesign:• 3-plate depth at max stress shear at max stress 3-plate depth at max shear Max allowable stress overstressed segment start overstressed segment end 18 2.70004 0 in. k in. ft. ft. 15M ODD ksi 10 15 20 25 Deflection 2005 AISCSectuon Check,• Job No. 09-1654 Page:. - v .. Beam-Column Date: 06/23/09 - . . ' '. . Prepared KPT Location 0 Design Format = ASD 4 . ., .. Revision 36 DESCRIPTION of MEMBER & LOCATION MBX002 -LINE C FL 5-8.5 TNuT;DT 1 T Axial Load = 0.00 kips Unsupported Lx = 23 00 feet X Axis Moment = 172461 in -k Unsupported Ly = 23.& feet mY' Axis Moment = 0.00 in-k - Unsupported Lt = 23.00 feet - Shear Load = 23 52 kips Unsupported Lb = 23.00 feet K=100 F = 55 ksi . = 1.00 F = 70 ksi K = 1 00 Cb=1000 M EMBATL Fig Width 10 in Area (in 2)13.19 Zx (in3) 101.05 r, (in.) 799 Fig, Thick 0.5 in l (in) 8426 Zy (in) - 25 15 r (in) 2.51 Web Thick. 0.1875 in. i (in 4)- 83.34- Cw-E (in 6).6380.9 2 rt (in.) 2.79 - Total Depth 18 in. S, (in 3)93.62 Cw-LTB(in6) 6380.923' rts 2.79 ' S._ (in 3)16.67 J_ (in 4) 0.8718 ,. . SAILOWAftLE S1ENGTh DEPENPENT DLA TA Tens. (kips) 417.81 Web Proportions Flange, Proportions Lp, -. 70.50 Comp (kips) 163.7 - 90 67 10.00 U 260 08 Mx (ink)' .1949.54 2.pw 86.34 Xpf, -8.73 ,Rpc-. 10716, .,,. . '(in-k) 760.57 . My. ..X rw 130.89 1 6.90W ..Rpg. N/A . Shear (kips) 32.36 Flexure noncompat , Flexure noncompact h/tw = -_90.67 . .Axial siehdr : AxiaL.' 'slender. (hIbt= - 260.00: OK f . 20.82. - .. ..- MAX Slender Ratio!. 109.79 Qa . 0.923,. s ' 0.978 Member Weight (lb/ft). •-44:87 AIPECIHA1IONHECK Controlling Limit States. Combined Unity Check. . 0.88 ." OK . (H1-1b) - Axial:'N/A .' Shear Check ' 0.73 OK G2. . X-Flexure: F4.2 - LTB . Y-Flexu're:_N/A - Stiffener spacing: . N/A feeta/h = NIA.- - Unbraced Length Dependent Data ex•= •N/A', Cb= ' N/A Stiffenersize: N/A ' . . . Required stiffener Is , N/A in4 - -. yey - N/A ' Fe.LTh . - Provided stiffener is N/A in4 A-CRIT = N/A r, = N/A Tension field action NOT USED Sx- = N/A J = N/A Required stiffener area: 0 - in2 - - , Zxcit ' N/A ' h0 N/A * Provided stiffener area: 0.000 in2 '-" -' OK.'; R N/AS- . .h/t ' - N/A * Stiffener maximum b/t: N/A in ' •- ' Rpg' N/A dQ1LLTB = , '• ' N/A Provided stiffener b/t N/A in2 = N/A 'NOTE: Bolt size allowed in flange @ 3 hgMq mISC-2 O5.xls ''- ' . . '. . . H Beam Analysis Job #: 09-1654 Page: H17 I of I References: none Date: 6/23/2009 Author Arlo Hulick Rev. 5 3/25/2004 Designer: KPT I Ctr: I Description MBX003 - CANTILEVERED BEAM @ LINE & C E/ FL 1- Unit. load plus self wt UPPOIL OifltS beam length first support second support 31 6 31 ft ft. S.. 2000.00 Note: The beam may be cantilevered at either end Iuuu.uu I 0.00 500 .00 . 0 5 10 15 20 25 30 35 Do not add self weight to uniform load . 1 Point Loads starting value ending value starting: x = ending:x 990 990 0 31 plf plf ft ft 720 720 0 6 plf plf ft ft plf plf ft ft 0.5 0 0 .1. 10 20 30 40 Point loads #1 #2 #3 magnitude location k ft k ft k ft 1.00 Moment Loads Moment Loads #1 #2 #3 0.80 0.60 0.40 magnitude location k ft k ft k' ft 00-20 .00 0 5 10 15 20 25 30 35 Qüut .. vãlüe.,.. ocatjonF9 Shear reaction 1 reaction 2 max stress max. shear max. deflection Deflection Ratio max. moment 19.63 23.87 11.14 11.17 13.65 0.379 L / 791 ksi kips in. kips 600 kips r3l.00 19.63 5.99 18.91 ft. ft. ft. ft. _ ft. 41 Moment For. beamdesign: 1000 3-plate depth at 18 in. 50 shear at max stress max stress 0.15583 f I 3-plate depth at max shear 0 in. .500 i n In Max allowable stress ksi overstressed segment start ft. r Deflection overstressed seciment end ft. I 04 01 -0.4 .0.6 Beam Analysis Job #: 09-1654 y Page: H18 I of I i . References: none Date: 6/23/2009 Author. Arlo Hulick Rev. 5 3/25/2004 Designer: KPT I Ctr: I Description MBX003 - CANTILEVERED BEAM @ LINE C & E/ FL 9 Unlf. load plus self Wt SürOrtPoitits rr . . Note: The beam may be 1500.00 1000.00 beam length 21.5 ft cantilevered at either 5f 00 first support 0 ft. end 0.00 .1 second support 15.5 ft. 0 5 10 15 20 25 Do not add self weight to uniform load ;;. Unifórñi. I #3 Point Loads starting value 1080 plf plf plf ending value 1080 plf plf plf 1 starting: x= 0 ft ft ft 0.5 ending: x = 21.5 ft ft 0 0 5 10 15 20 25 Point loads: #1 #2 Moment Loads 1.00 magnitude k k . - k location ft ft . ft Moment Loads . #I.:#2 #3 ee :e magnitude location k' ft k ' k' ft ft ON 0 5 10 15 20 25 :.QLJ üt value. T Shear 15.50 ft. reaction 1 reaction 2 max. moment neg. moment max stress max. shear max. deflection Deflection Ratio 7.12 16.10 278.0 -235.87 4.14 9.47 0.050 L / 3714 kips kips k-in. k-in. ksi kips in. 0.00 ft. 6.52 ft. 15.41 ft. 6.52 ft. 15.41 ft. I 7.10 ft. :T 10 15 20 2!5 _________________ I Moment For bmea design 400 3-plate depth at max stress 18 in. .F- ---------- .200 400 20 shear at max stress 0.09581 k 3-plate depth at max shear 0 in. Max allowable stress ksi Deflection overstressed segment start ft. overstressed segment end ft. . Beam Analysis References: none - Author Arlo Hulick Rev. 5 MBX002 - BEAM @ C I FL5-8.5 SüppóitPàint H Note: The beam may be cantilevered at either end beam length 23 ft first support 0 ft. second support 23 ft. Do not add self weight to uniform load V 1 Uniform loads #1 #2 #3 starting value ending value starting: x= ending: x = 990 990 0 23 plf plf ft ft 630 630 0 12.5 plf 720 plf plf 720 plf ft 12.5 ft ft 23 ft li Job #: 09-1654 Page: I H19 I of I 3/25/2004 I Designer: I KlI I Ctr: Unit, load plus self wt Point Loads 10 01 0 5 10 15 20 25 2000.00 1500.00 1000.00 500.00 0.00 0 5 10 15 20 25 Point loads: #1. #2 magnitude 6 k k k location 12.5 ft ft ft #3 1.00 80 Moment Loads #1 #2 magnitude k' . k' k' 0.40 gg location ft ft ft 0 5 10 15 20 25 OUtut [value:. H lócatiôriHH Shear reaction 1 21.58 kips 0.00 ft. reaction 2 22.62 kips 23.00 ft. max. moment 1714.1 k-in. 12.42 ft. neg. moment -0.24 k-in. 22.92 ft. -3 max stress 18.31 ksi 12.42 ft. 5 10 15 20 max. shear 22.36 kips 22.92 ft. max. deflection 0.532 in. 11.50 ft. Moment Deflection Ratio L / 518 For beam.design: .... ..... 2000 3-plate depth at max stress 18 in. shear at max stress 1.53128 k _________________________________ 3-plate depth at max shear 0 in. .500 5 10 15 20 25 Max allowable stress ksi overstressed segment start ft. Deflection overstressed segment end ft. -02 .06 Moment Loads 2005,AISC Section Check.'Page: Job No. 09-1654 ,H20 -. Date: 06/23/09 - - Beam-Column Prepared' KPT • .- . • Location 0 Design Format = ASD -. - Revision 3b DESCRIPTION of MEMBER & LOCATION '. . . MBX003 - CANTILEVERED BEAM@ C & E /,FL 1-4 & 9-12 NPFLD4t1 Axial Load 0.00 kips • . Unsupported Lx= "31.00 feet X Axis Moment = 751.00 in-k Unsupported Ly = 25 00 feet Y' Axis Moment = 0.00 in-k Unsupported Lt = .25..00... feet Shear Load = 24.00 kips Unsupported Lb = 25.00 . feet - K=100 F = 55 ksi t K =`1.00 F = 70 ksi . . -. Kt 1.00 Cb=1.000 ., Fig. Width 9 in. Area (in) 9.98 Zx (In 3)73.43 -r (in.) .7.78 Fig, Thick. 0.375 in. l (in 4) 604.5 Zy (in 3)15.34. .- r. (in.) 214' - Web Thick 0.1875 in l, (in 4)45 57 Cw E4-4 (in 6) 3539A3 rt (in) '2.45 Total Depth 18 in. S(in) 67.17 Cw-LTB (in6) 353917 rts 2.45 S (in 3)' 10.13 -J (in4) 03551 i. 'ALLWABLE STREGTH Tens. (kips) 316.64 Web-Proportions Flange Proportions Lp., 61.76 Comp (kips) 76.26 X 92.00 ). 12.00 Lr 220.37 Mx(in-k) "891.04 A.pw - 86.34 ., A.pf. 8.73•: • RpE 1.0815 My (in-k) '- 396.30 X rw 130.89. rf' 16.84- Rpg .-. N/A' - Shear (kips) • 31.43 Flexure noncompact Flexure noncompact h/tw = . 92.00 Axial slender Axial slender (hitw)y., 26000 tOK f 12.73 MAX Slender Ratio 140 42 - Qa 0.942. . 0.8891 Member Weight (lb/fty - '33.97 A1SPEeIFTGATIc$N€HEdK Controlling Limit States Axial: N/A . . , . Combined UnityCheck 0.84' OK (HI-lb) Shear Check 0.76' - OK '. G2.- - X-Flexure: F4.2LTB -. . . • Y-Flexure: N/A Stiffener spacing: , N/A feet a/h = N/A Unbraced Length Dependent Data yex = N/A Cb = N/A Stiffener size N/A Rquired stiffener Is: N/A in4 -.N/A . yey Fe.L = N/A' Provided stiffener Is N/A in r A-CRIT = N/A rt = N/A Tension field action NOT USED Sx- = N/A = N/A Required stiffener area - 0 in2 Zx- = . N/A h0 = N/A Provided stiffener area 0.000'- in2 OK = N/A h/t = N/A Stiffener maximum b/t N/A in R,9 = N/A LIB = N/A Provided stiffener bit: N/A in2 - , Qa = N/A NOTE: Bolt size allowed in flang6 @ 3 .- •- ,', . 1- .• 4, -. 4 . - . ',. . .. . ,, fl4 ' ''.4. . . *4.4. . . . •. ': -• 4 •4 ' 2005 AISC Section Check Job.No. - 09-1654 Page: H21 -6- :1 Date: 06/23/09 - . . Beam-Column Prepared .,. KPT Location: 0, : Design Format ASD - Revision 3b DESCRIPTION of MEMBER & LOCATION ' ,.. ., ' MBXOO4 . . . ... 4,;. IN tJtArA - - Axial Load = 0.00 kips Unsupported Lx = 22 00 feet X Axis Moment = 1267 98 in k Unsupported L = 22 00 feet V Axis Moment = -0 00 ri-k Unsupported Lt 22.00 feet ShearLoad= kips Unsupported Lb 2200 feet 19 21 K= 100 F = 55 ksi = 1.00 F 70 ksi K1 = 1,00 Cb = 1-000 bA .%EMBER cRs SEe 01 QNENPENT MEMBER PRETIS.4 Fig. Width 10 in. Area (in 2) .10.73 Zx (in3) 80.04 •. r(in.) 7.86 Fig, Thick 0 375 in i, (in4) 662 .7, Zy (in3) 18.90', r (in) 241 Web hick .`L, 1875 in l, (in4) 62 51 Cw E4-4 (in6) 4854 50 rt (in) 2 74 TotaiDepth' 18 in., S (in 3) . 73.64 Cw7LTB(in6) 4854.496. , rts "' 2.74 S, (in3)... . 12.50 . .'J (in) .03903 ALL( )WABLE Si PENGTH ADDiTIONAL CROSS SECTION DEPENDEIJT DATA Tens. (kips) .342.89 Web Proportions Flange Proportions Lp 69.08 Comp (kips) 12896 X -92 00 X 1333, .-Lr 246 52 Mx (in-k) 1498 29 24. pw 86.84 ? pf ' 8:73: Rpc 1,0759 My(in-k) . 433.49 rvv 'y/130.89 X rf' 16.84 Rpg Shear (kips):' 31.43 Flexirè. noncompact , ' Flexure 4 ,noncompact hjtw = . 92.00 Axial slender' ,r' Axial.. -' slender . (/) 260.00 OK ... f 20 97 MAX Slender Ratio '1169.40, 0.9,00 - ,. QS . 0.831 Member Weight (lb/ft) .36.53 ' Controlling Limit States. Combined Unity Check 0.85 1, OK (HI-Ib) Axial N/A 4 Shear Check 0.61,,'i OK G2 X Flexure F4..2 LTB Y-Flexure: N/A Stiffener spacing:.' N/A feet a/h = N/A' , Unbraced Length Dependent Data. yex = N/A Cb = N/A Stiffener size N/A '\" r Required stiffener Is N/A in , yey = N/A Fe LTB N/A Provided stiffener Is N/A in4 A-CRIT = N/A rt = .. N/A Tension field action NOT USED Sx- = N/A J = N/A Required stiffener area.,0 in 2 ' -' Zx-cnt = N/A h0 = " N/A Provided stiffener area '0-600 in2 ' OK RPC = N/A h/L = - N/A Stiffener maximum b/t N/A in Rpg = N/A dcntLTh = N/A Provided stiffener b/t N/A in2 NOTE: Bolt size allowed in flange @ nsc-2 05 XI_ .- '' - " i"- r ..' I - 2005 AISC Section Check Job No. 09-1654 Page H22 -0-- Date: 06/23/09 V . - Beam-Column -Prepared . . KPT Location 0 • Design Format = ASD ' Revision 3b - DESCRIPTION of MEMBER & LOCATION . . MBX005 :LINE A FL 5-85 STRUT INPU..C.ItA Axial Load . 80.00 kips Unsupported Lx = 23.00 feet X' Axis Moment-= 814.55, in-k : Unsupported Li= 23.00 feet "Y' Axis Moment= 0.00 in-k -, Unsupported Lt = 23.00 feet Shear Load = 11.81 . kips, 'UnsuppoitedLb1 23.00 feet -. K=100 F55ksi K=1O0 Fu = 70 ksi . : - K= 100 ci.000 MMflRPTA PROP,ETIES Fig. Width : lOin. . Area (in2) 10.73 Zx (in3) . 80.04 . r(in.) ...7.86- Fig, Thick. 0.375 in l (in 4) 662.7 Zy(in3) .18.90: r,(in.) . 2.41 , Web Thick. 0.1875 in. i, (in 4) 62.51 Cw-E44(in6). 4854:50 rj (in.) 2.74 Totai.Depth. 18in. S - (in 3) . 73.64 Cw-L-TB(in6) -4854.496 - rts -. 2.74 .1 S'(in3)__12.50 _J_ (in 4) __0.3903_. -• ALL(WAB1E ST.REtGJH Tens. (kips) 342.89 Web Proportions Flange Proportions Lp . 6908 Comp (kips) 12083 A 92.06- A 13 33 Li 246.52. * Mx(in-k), 1382.22 Apw 86.34- Xpf 8.73 Rpc. . 1.0759 My (in-k), 433.49 A rw . 130.89 Arf- 16.84 . Rpg N/A Shear (kips) 31.43 • Flexure noncompact Flexure- . noncompact h/tw 92.00 Axial .siender Axial slender (h/tw)mAx = 260.00. OK f 19.19'. MAX Slender Ratio 14.37 Qa .0.908' . Qs 0.831 Member Weight (lblft) 36.53 :_ASe)PECIFIAcTIoN HECK Controlling Limit States Combined Unity Check • 1.01 OK 1-1I.3(b) Axial: Flexural Buckling - E7.t . Shear Check ,. 0.38 OK G2 X Flexure F4.2 LTB -' - . . . .. . Y-Flexure: N/A . . -.. . Stiffener spacing: N/A feet a/h N/A - - Unbraced Length Dependent Data size N/A - ex = N/A Cb = N/A Required stiffener Is N/A in , yey = N/A Fe LTB = N/A Provided stiffener Is N/A in4 A-CRIT = N/A r = .. N/A Tension field action NOT USED - Sx Cnt = N/A J = N/A Required stiffener area 0 in2 Zx-1 N/A h0 = N/A Provided stiffener area 0 000 in OK = N/A h/t = N/A Stiffener, maximum b/t N/A in2 R 9 = - N/A dcfltLTB = N/A Provided stiffener bit N/A in2 Qa = N/A NOTE: Bolt size allowed in flange @ Q2mIsc-2 05x1s - -. - - - - - 4 -I 2005 AISC Section Check Job No. 09-1654 . J7 Page: H23 Date: 06/23/09 V V. Beam-Column Prepaied KPL Location: '0 Design Format = ASD Revision 3b bESCRIPTION of MEMBER & LOCATION, - - - MBX006 - LINE-G FL 8.5-9 STRUT V -NWrDTA Axial Load = 4000 kips - Unsupported Lx = 22 00 feet X Axis Moment = 547.39 in-k Unsupported Ly = ',22.00. feet - - V - - "'Y 'Axis, Moment = "O 00 in-.k Unsupported Lt = 22 00 feet Shear Load = 8.29 kips Unsupported Lb = 22.00 feet K=100 F = 55 ksi K = 1.00 4 F = 70 ksi K = .1 .00 - Cb=1000 `M_ R" DA1 COS SEQTNbENQENT MMBERQJEJIES Fig. Width 9 in. Area (in 2) 9.98 Zx (i!1 ) 73.43 r(in.) 7.78 Fig, Thick 0 375 in I,, (in4. )s, 604.5: Zy (in3) 15 34 r (in) 2.14 Web Thick 0.1875 in i, (in 4) 45 57 Cw E4-4 (in6) 3539.13 r1 (in) ' '2.45, Total Depth 18 in S, (in) ,67;17 Cw LTB (in) 3539 127 rts 2.45 Se,, (in3) 10 13 J (in4) 03551 SV -- £LL WALES1E{H DDWONAL GR5SS SEcOjpENDENXo24T Tens..(kips) - 316.64 . Web Proportions Flange Proportions Lp - .61.76 ... . Comp.(kips) 98.48 ?.. $ 92:00. - ?. 12.00 Lr -, 220.37 '- Mx(in-k) .. .1116.30-- 24pw. . 86.34 Apf. . 8.73 Rpc 1.O815 • My (ink) , 39630 rw 13089 ?rf 1684 Rpg N/A Shear (kips) 31.43 Flexure noncompact Flexure noncompact h/tw = 92.00 Axial - slender Axial slender (hItw)M = 260.00 OK 16.44 MAXSIenderRatio - 123.57- Q,,-. 0.916 0.889 V Member Weight(lb/ft) 733.97 AISC SPEIFICTIONCHECK - •- Controlling Limit States Axial: Flexural Buckling.- E7. Combined Unity. Check 0.65 OK., 1-1I.3(b) Shear Check 0'.26! OK G2 X Flexure F4 2 LTB V V V V Y-Flexure: N/A • V • V V Stiffener spacing: . . N/A - feet a/h N/A - Unbraced Length Dependent Data - 1 Stiffener: N/A yex = N/A Cb = N/A Required stiffener is N/A in4 yey= N/A FeLiB = N/A Provided stiffener Is N/A in4 A-CRIT = N/A r1 = N/A Tension field action NOT USED Sx-c = N/A J = N/A - Required stiffener area . 01 ,.in ZX-cnt N/A h0 = N/A Provided stiffener area 0 000 in2 OK = N/A h/t = N/A Stiffener maximum b/t N/A un R1 =9. N/A LTB = N/A Provided stiffener b/t N/A in2 Qa = ' N/A NOTE: Bolt size allowed in flange @ 3 Aj§jffligop 05 xIs • -. - VV , V Job #: 09-1654 Beam Analysis Page: H24 I of I References: none Date: 6/23/2009 Author: Ado Hulick Rev. 5 3/25/2004 Designer: KPT I Ctr: I Description 11 MJX001 - JOIST @ FL 3 C-F Unif. load plus self wt Su.ort Póint Note: The beam maybe 600.00 400.00 beam length 16 ft cantilevered at either 20000 first support 0 ft. en d 0.00 second support 16 ft 0 5 10 15 20 Do not add self weight to uniform load V UnifOrm..löäds:±.. .:#i E. Point Loads starting value 540 plf plf plf ending value 540 plf plf plf 30 I startihg:x= 0 ft ft ft 10 I ending: x= 16 ft ft ft 0 I 0 5 10 15 20 Point loads: #1 #2 #3 magnitude location 24 1 k ft k ft . k ft Moment Loads 1.00 Mómént Loads #1 #2 #3 ___________________________________ magnitude location k' ft k" ft k ft gg 0 5 10 IS 20 oUtput iàlUé.l,. locatiOfll:.i Shear reaction 1 reaction 2 max. moment neg. moment max stress max. shear max. deflection Deflection Ratio 26.82 5.82 378.3 -0.06 0.00 26.82 0.000 none kips kips k-in. k-in. ksi kips in. 0.00 16.00 5.12 16.00 0.00 0.00 0.00 ft. ft. ft. ft. It ft. ft. 30.00 20.00 10.00 0.00 10.00 5 10 15 0 I Moment 400 10 .For.beamldesign ................................. .: 3-plate depth at max stress shear at max stress 3-plate depth at max shear Max allowable stress overstressed segment start overstressed segment end 0 26.82 0 in. k in. ft. ft. ksi 100 0 2 4 6 8 10 12 14 16 Is Deflection 0.4 0.2 5 10 15 20 • Beam Analysis Job #: 09-1654 Page: H25 I of I References: none Date: 6/23/2009 Author. Ado Hulick Rev. 5 3125/2004 Designer: KPT I Ctr: I CA Description Unif. load plus self wt MJX001 - JOIST @ FL5 & 8 C-F uppon 0lfltS S. ., .••••400.00 Note: The beam may be . cantilevered at either end 200.00 beam length 16 ft first support 0 ft. second support 16 ft. 100.00 0.00 0 load 5 10 15 20 Do not add self weight to uniform 15 10 Point Loads :.Uhiform.Jóáds: #1 #2:E:: #3 starting value ending value starting: x = ending: x= 360 360 0 16 plf plf plf plf . plf plf ft ft ft ft ft ft 5 1 0 0 5 10 15 20 Point loads: #1 #2 magnitude 13 location 4 k ft k k ft ft 1.00 Moment Loads Moment Loads #1 42 #3 magnitude location k' ft k ft k ft g 0 5 10 15 20 Output value location Shear reaction 1 reaction 2 max. moment neg. moment max stress max. shear max. deflection Deflection Ratio 12.63 6.13 571.3 -0.02 0.00 12.63 0.000 none . kips kips k-in. k-in. ksi kips in. 0.00 16.00 3.95 16.00 0.00 0.00 0.00 ft. ft. ft. ft. ft. ft. ft. 2000 10.00 0.00 -10.00 I J. 5 10 15 800 400 Moment or eam.design:..;;::: .......... 3-plate depth at max stress shear at max stress 3-plate depth at max shear Max allowable stress overstressed segment start overstressed segment end 0 12.63 0 in. k in. ksi ft. ft. 200 .200 2 4 8 8 10 12 14 18 8 Deflection 0. 0.6 0.4 0.2 0 0 .1. 5 10 15 20 - 2005 AISCSection Check Job No. 09-1654 -, .. Page: 'H26 Date: 06/23/09 - ..Beam-,Column . B - Prepared _-.KPT i _.ii.iVU . .. -. .., - Location: CA • Design FormatASD .•- Revision 3b. - DESCRIPTION of MEMBER & LOCATION MJXOGI - W7DAFA TT - Axial Load = 0 00 kips Unsupported Lx = 16.00 feet X Axis Moment = 582.11 in-k - Unsupported Ly = 16.00 feet .11Y. Axis Moment '0.06 iii-k- - Unsupported Lt = 16.00 feet Shear Load= 13.21. kips '. Unsupported Lb '-- 16.00 feet- • K1.00 F=55ksi - K100 F = 70.ksV - -; K= 1.00. Cb= 1,000 M 81M BDAT Area (in 2)7.73 -. 53.60',,. r(in.) Zx (in 3) 7.45 . Fig. Width 6 in. Fig, Thick 0.375 in 1 (in4) 429J Zy (in3) 6-.90 r (in) 1.32 - Web Thick. ..0.1875in. I(in) . -.13.51 Cw-E44(in6) 1049.15 rt.(in.) 1.58 Total Depth • 18 in.',." S(in3) 47.75. Cw-LT13(in6). 1049.148 rts 1.58 - .4.50 . -J(in) 0.2497 . 0WAL3 LE__STRENTH EP Flange Proportions • Lp . ES 39.87 Tens. (kips) 237.89 Web Proportions Comp. (kips) 55.19 92:00 8.00- ' Lr . 142.20 Mx (in-k) 642.19 ?. pw. 86.34 Xpf 8.73. Rpc 1.1071 My (in-k) 227.75 X rw - 130.89 2.. rf 16.84 Rpg N/A Shear (kups) 31 43 Flexure noncompact Flexure compacL h/tw 92.00 Axial siendr" . Axial noncomact (h/)1.= .260.00 OK f 11.89 . . MAX Slender Ratio 145.28 Qa _.0.934 Qs _-1.000'Memb.Weight(lb/ft)..26.32 Controlling Limit States Combined Unity Check-. 0.91. .0K' (Hi -lb)r X ial: N/A Shear Check - O.42 OK - G2. ure: F4.2 - LTB ure:N/A ____.-•. Stiffener spacing: N/A feet a/h = N/A Uñbraced Length Dependent Data -yex ' N/A '. Cb = .. N/A - Stiffener size:. N/A. - . . • Required stiffener is N/A in4 yey = N/A Fe LTB = N/A Provided stiffener is: 'N/A in4 A-1-. :N/A r =- N/A Tension field action: 7NOT USED . Sxcrft N/A • J = N/A Required stiffener area 0 in2 - Zx-crit = N/A h0 = N/A Provided stiffener area: 0.000 1n2 0K. .' Rpc = . N/A h/t ' N/A • Stiffener maximum b/t N/A in R 9 N/A d tLm = N/A - PrOvided stiffener. b/t: N/A in2. . Qa =. N/A . NOTE: Bolt size allowed in_ flange @3 tSc-215_xl * - 1- S. . .: 2005 AISC Section Check Job No. 09-1654 Page: H27 Beam-Column,Prepared Date: - 06/23/09 • KPT - Location: -CA Design Format = ASP • Revision 3b DESCRIPTION6f MEMBER & LOCATION. - :- MJX002 - PERIMETER JOIST yp- AT 1NPiDAT .:. -. .--. Axial Load =, 0.00 kips Unsupported Lx = 21.00r feet -' X Axis Moment = 132.08 in,* Unsupported Ly = 21.00 feet Y Axis Moment = 0 00 in k Unsupported Lt = 21.00 feet Shear Load = 2.10 kips Unsupported Lb = 21'00 feet K=100 F 55ksi K= 1.00, F=70ksL :Kt =1.00 .•. . - • ' Cb=_1.000 ________________ MMBER DATA MEMBELRReETiES Flg.Width 5 in. Area (in2) • ,5j 18 Zx (in 3) 36.54 : r; (in.) - 6.97, FIgThick 0 25 in l (in4) 280 7 Zy (in3) - 3 28 r (in) 0 95 Web Thick .0 .1875 in (in 4)522 Cw E4-4 (in) 410.99 rt (in) 1.22 Total Depth 18 in. S(in3) 31.19 •Cw-LTB(in6) 410.9948 rts 1.22 - - S_(in3) -2.09 J_ (in n)• 00911 -. - ALLWABLE STRENGTH DDTTIONAIOSSSE€Ti4ON1 DEPENDENT DATA 17 Tens. (kips) 180.47 Web Proportions Flange Proportions, Lp: 30.75 . Comp. (kips) 12.38 93.33 10.90 Lr. . 107:60 Mx (in-k) 155.63 . pw 86.34 pf i 8.73' Rpc 11448 My. (in-k) _98.71, X rw '130.89 X rf, 16.78 Rpg L N/A Shear (kips) 7 30.54 . Flexure noncompact Flexure noncompáct h/tw = 93.33. Axial slender Axial slender (h/tw) 260.160'; OK 357 . MAX Slender Ratio 26525 Qa 1.000 Q 0.975 Member Weight (lb/ft). 19.67 •• . Controlling Limit States Axial N/A Combined Unity Check 0 85 OK (HI-Ib) Shear Check 0.07 OK G2. X-Flexure:,F4.2-LTB Y-Flexure: N/A, ". Stiffener spacing: N/A .feeta/h = N/A - Unbraced Length Dependent Data - Stiffener size N/A yex = N/A Cb = N/A Required stiffener Is N/A in4 yey = N/A FeLTB = ' N/A Provided stiffener Is N/A in A-GRIT = N/A rt = N/A Tension field action:,NOT USED -: Sx- = N/A S = N/A Required stiffener area 0 in2 '. Zxcnt = N/A h0 = N/A Provided stiffener area .0 .000 in OK RPC = N/A h/t = 4N/A Stiffener maximum b/t N/A i2 R 9 = N/A dcnt LTB = N/A Provided stiffener b/t N/A in 2 Qa = N/A NOTE: Bolt size allowed in pPAijmE4qm joisk AISC-2005 xis -, 4 I C - I. - I Beam Analysis . References: none - Author Arlo Hulick Rev. 5 .Description:.• MJX003 - JOIST @ F8.8 A-C Job #: I 09-1654 Date: 1 6/23/2009 3/25/2004 Designer: I KPT I Ctr: I Unif. load plus self wt I Support Points Note: The beam maybe beam length 23 ft cantilevered at either first support 0 ft. end second support 23 ft. Do not add self weight to uniform load v Uniform loads #1 #2 #3 starting value 180 plf plf plf ending value 180 plf plf plf starting: x= 0 ft ft ft endinq:x= 22 ft ft ft 200.00 150.00 100.00 50.00 0.00 0 5 10 15 20 25 Point Loads 101. 5j ol 0 5 10 15 20 25 Point loads: #1 #2 #3 I magnitude 8 k 8 k .. . k Moment Loads location 2 ft 8 ft . ft #3 1.00 0.60 Moment Loads #1 #2 gg magnitude k' k' k' g location ft ft ft 0 5 10 15 20 25 Oütpüt .àlüéI:.Ih'I Iöcätion Shear reaction 1 14.59 kips 0.00 ft. reaction 2 max. moment 5.37 kips 753.7 k-in. 23.00 ft 7.90 ft. 2000 neg. moment -0.02 k-in. 22.92 ft. 10.00 max stress 11.22 ksi 7.90 ft. 000 max. shear 14.59 kips 0.00 ft. -10.00 5 10 15 20 5 max. deflection 0.291 in. 10.58 ft. I I Moment Deflection Ratio L / 949 1 For beam..design:. I .. 800 3-plate depth at max stress 18 in. shear at max stress 5.17115 k 3-plate depth at max shear 0 in. 0 5 10 15 20 25 Max allowable stress ksi overstressed segment start ft. Deflection overstressed segment end ft. * 2005 AISC Section Check -Job No. 09-1654 5Page: 1429 Date: - 06/23/09 . Beam-Colurn lam Prepared KPT Location:. CA .• • ..•• Design Format = ASD - - - •• - Revision 3b DESCRIPTION of MEMBER &LOCATION . -•' MJX003 INIUtDA1A - - - Axial Load = 0.00,kips Unsupported Lx = 23.00 feet X Akis Moment = 780.96 in Unsupported Ly = 23.00 feet Y Axis Moment = 0.00 in-k Unsupported Lt = 23.00 feet • - ,.- Shear Load 15.39 - -kips Unsupported Lb =.. 23.00 feet -- - K=100 F = 55 ksi = 1 00 F = 70 ksi -K = 1.00 -. - -"Cb = 1.000 . S MEMBR DATA NP LEK MR, oF Fig. Width 9 in.. Area (in 2), 9.98: Zx(1n3) - 73.43 r(in.) 7.78 -. . •.,• Fig Thick .0 .375 in l, (in4) 604 5 Zy (in3) 15,34 r (in) 2.14,. Web Thick 0 1875 in l, in4) 4557 'Cw E4-4 (in 6) 3539 13 rt (in) 215 ki ( Total. Depth 18 in., -S (in 3) 67:17 .Cw-LTB (in 6) 3539.127 rti 2.45 ,' •.. •. S_ (in 3)'.-__10.13 .J(1n4)- 0.3551 . S ALLOWABLE TREN.1TH ADDITIONAL CROSS TIN DEENQENTDA'TA Tens. (kips). . 316.64 Web Proportions Flange Proportions Lp -. 61:76 Comp (kips) 90.10 . 92.00 12.00 Lr 220.37 Mx (in-'k) 1031 46 . pw 86.34 X pf 873 Rpc 1.0815c My(in-k) 396.30 Xrw 130.89 ?rf. .16.84 Rpg. N/A.-, Shear (kips) 31.43 Flexure noncompact Flexure noncompact h/tw = -. 92.00 - •. S .,' Axial, slender Axial slender (h/tw)M = .260.00 OK f 1504 MAX Slender Ratio 12919 5 • Qa .0.925 Q 0.889 MernberWeight.(Ib/ft) 33.97 Aisc SPECIEioATieN CHECK •. . . - S Controlling Limit States Axial N/A Combined Unity Check 016 ,. OK (1-11-1b), Shear Check , 0 49 OK G2 X Flexure F4 2 LTB Y-Flexure: N/A . S Stiffener spacing; N/A .feet-a/h = N/A - Unbraced Length Dependent Data - Stiffener size N/A yex = N/A Cb = N/A Required stiffener is N/Ar in4 yey = N/A Fe LTB = N/A Provided stiffener is N/A in4 A-CRIT = N/A r1 = N/A' Tension field action NOT USED S • •5' _.._ 5- 5 - SX r = N/A J = N/A 5, .5- 5 Required stiffener area 0 in2 5 '.ZX-cnt = N/A h0 = N/A Provided stiffener area 0.000 In2 OK = N/A h/t = t N/A Stiffener maximum b/t N/A in Rpg N/A dcntLTh = N/A Provided stiffener Wt N/A in2 ' Q,'= N/A NOTE: Boitsize allowed in flange @ 3 i!iB- O(tSC-2i 5.xls S . • 9 4 9 - 5' 9 •- 9 5' I ••• •5 5• -• 5 5 • 5,,, • .. •I - Beam Analysis Job #: 09-1654 %/J~y Page: H30 I of I References: none Date: 6/23/2009 Author: Arlo Hulick Rev. 5 3/25/2004 Designer: KPT I Ctr: I CA Description MJX004 - CANTILEVERED JOIST @ SKEW WALL Unif. load plus self wt . •. S U ppOn Poi .400.00 Note: The beam may be beam length 25 ft cantilevered at either 200.00 100.00 first support 0 ft end 0.00 second support 20 ft. 0 5 10 15 20 25 30 Do not add self weight to uniform load Uflifo rm.loäds:; #.i I:: Point Loads starting value 360 plf plf plf ending value 360 plf plf plf 1 starting: x = 0 ft ft ft 0•5 ending: x = 25 ft ft ft 0 0 10 20 30 Point loads: #1 magnitude k k :'. k Moment Loads location ft ft ft location 1.00 #3 08 L k ft k" ft k" ft 1 gg I 0 5 10 15 20 25 30 .,... . .....vi reaction 1 3.38 reaction 2 5.63 max. moment 188.8 neg. moment -54.77 max stress 3.95 max. shear 3.77 max. deflection 0.088 Deflection Ratio L I 2739 3-plate depth at max stress shear at max stress 3-plate depth at max shear Max allowable stress overstressed segment start overstressed seciment end lOcàtioh Shear 20.00 ft. kips kips ksi kips in. 0.00 ft. 9.25 ft. 19.92 ft. : 9.67 ft. to - Moment 300 18 in. 200 0.05606 k .°: zu 25 1 ksi ft. Deflection 0.1 0.05 ft. .05 1 5 - I T -2005 AISC Section Check Job No. - 094654 / \ Page: * Date: 06/23/09 Beam-Column Prepared Øî Location: /cA - - . Design Format = ASD -. . .' Rvis eion 3b I DESR!PñQN of MEMBER & LOCATION MJX004- CANTILEVERED,JOIST @ kEW WALL I - -•\ .. ,. ' INPUT DATA : A~alload .0.00.... kips- . Unsupd dLx .25.00 .. X Axis Moment =\\214 67 in-k-.Unsupported Ly = 25.00,/ feet Y Axis Moment =, 0 in-k Unsupported Lt = 25 feet feet Shear L: :: UnsuPPortedf=2 000 I MEMB'LDT b Fig Width 6 in Area (in2) 7.7 Zx (iO3) /53.60 r,, (in.) 7.1 45 Fig, Thick 0 375 in I,, (in 429 7 Zy (in3) 6 90 r in. 1 32 Web Thick 0.1875 in i, (in 4) 13:51. w E4-4 6) 1049.15 r1 (in) 1.58 Total Depih 18 in. . SOn3) 47.75 C (ins) 1049.148.. its . : 1.58 . . S (in3)' , 4.50. 4) , 0.2497. LIrQBLE STNGJH or DDJTIoN 9SS SETN DE NPENT Tens. (kips) ..237.89 Web Proportions Flange oportions Lp 39.87 Comp (kips) 22.61 92 0 X Li (in-k) .307.61 142 20 Mx Xpw . 86 4 :~700 X.pf . 3 .' -Rpc. 11071. , My (in*)' 227 75 X rw 1 0 89 X ii 1 84 Rpg 1 N/A - Shear (kips) '131.43. Flexure, ncompact Flexure comp ci ' h/tw = , 92.00, ' Axial siender Axial noncomp t (h/tw) = 260 00 OK f ' '487. . , - .. - MAX Slender Ratio 226.99 . Q . .1.000 Q5 1.00 . emberWeight(Ib/ft) - .26:32 / AiSt SPECIFICiflON CHECI / Contliing Limit States Combined Unity Check/ 0.70 OK -- (HI-1b) Axial: N/A. Shear Check / -,,0.14-,, OK 02 X Flexure F4.2 LTB \ t / Y-Flexure: N/A. Stiffener s cing: N/A feet a/h = N/A - Unbraced Length'ependent Data -yex = - N/A C ' .. N/A Stiff er size N/A Required tiffener Is N/A in4 ' yey, = N/A Fe TB N/A Provid d stiffener Is N/A in. ACRIT = N/A i = \ N/A Te ion field action ...NOT USED .. Sx-c = N/A ,,.. J = \.. N/A Req red stiffener area 0 in2 Zx c = N/A h0 = \N/A P vided stiffener area 0.000c* ,in2 OK = N/A h/t = Stiffener maximum bit N/A in2 Rpg = N/A dciii LTB - N/X Provided stiffener b/t N/A in2 Qa = ' N/A NOTE: Bolt size aVowed in flange @ 3 SC-2 5 xIs - . ....................,. - . I, •I' ' - , . - , , I - . ' . '' - 4 . . . . .. -- .I , 1, -l.- . ' 4 1- I ) I 4 4 Job#: 1 092654. MEZZANINE Page: S 3 Plate Date: 06/23/09 Prepared By: KPT., Rev. 2 4/22/2005 Reviewed By: F/W Weld Engineering Process Manual Date: 6/22/2009 _______ - 09-1654 Detailing Package Time: 10:01:01 AM Page: H1OI VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 DETAILING PACKAGE Project: MW Construction, Inc. Name: 4510-09-Magellan.FBO Builder P0 #: 2008 Jobsite: 2016 Palomar. Airport Road City, State: Carlsbad, California 92008 County: San Diego Country: United States MEZZANINE H103 AUXILLIARY COLUMN CONNECTION Date: 06/23/09 :.:. •1 Prepared By: . .: KPT.. Rev. 2 4/22/2005 Reviewed By: . . Tube (HSS) Base Detail Tube size = 4X4x1I4 Anchor Bolt size = 0 75 in Dia Plate Thk= .3/8' Length = 9 in. H . Pitch = 6.5 in. 1 Bolt Dia + 1/8' Hole Size . 3/16" Engineering Process Manual BL 0" fK BASE PLATE. 1/4" FILLET BS TO FLG 1/4" FILLET OS TO WEB Job No. 09-1654 ANCHOR BOLT PATTERN . Page: H104 of ca (TYP. @ FL 5/A & 8.5/A) Date: 6/23/2009 m . Prepared By: KPT Reviewed By: 5/811 TK Pt. w/ (8) 1.5" DIA. A36 ANCHOR RODS, NBVP 9) ¶9) 9) 9) T T + + 4- 0- I A36 ANCHOR RODS, NBVP + = }ISS 4x4x1/4 3/8" TK PT.i w/ (4) 1/4" DIA. T 0- 0- 1- + 4- 1- + I '( 5/8" 1K Pt. w/ (4) 1.5" DIA. A36 ANCHOR RODS, NBVP (TYP. ALL PORTAL FRAMES) 4- 4 2'-O" 1'-2 1/2" 2 1'-O" 1 6" E Dimension Key - MEZZANINE Job#: •. ..097'1654 Page: H105.. Date: 06/25/09 V NOTES Prepared By: KPT. :.:. Reviewed By: Rev. 4 4/25/2005 .., . ., Detailer: Included the following notes on the mezzanine plan (or refer to notes on plan). MEZZANINE LOADING: OFFICE LIVE •. 50 PSF JOIST DEAD STORAGE LIVE .-.PSF DECK &_ fl PSF FRAMING DEAD PSF PARTITION 20 .: PSF COLLATERAL_. :PSF OTHERI PSF DESCRIPTION COLLATERAL LOADS INCLUDE, BUT ARE NOT LIMITED TO, LIGHTS, SPRINKLERS, SUSPENDED CEILINGS, DUCTS, AND OTHER TRADES SUSPENDED FROM THE BOTTOM CHORD OF THE JOISTS. VP BUILDINGS IS NOT RESPONSIBLE FOR CHECKING FLOOR VIBRATIONS. JOIST & GIRDER DESIGN (BY VP): ALL 3-PLATE JOISTS AND GIRDERS DESIGNED BY VP HAVE BEEN DESIGNED FOR: L/240 FOR LIVE LOAD AND DEAD LOADS COMBINED. L/360 FOR LIVE LOAD ONLY. DIAPHRAGM FORCES, DECK NBVP: THE MEZZANINE DECK IS NOT DESIGNED OR FURNISHED BY VP. THE DIAPHRAGM LATERAL FORCES SHOWN MUST BE TRANSFERRED BETWEEN THE VP MEMBERS AND THE DECK. THE FASTENER/WELD SPACING TO DEVELOP THIS FORCE TRANSFER MUST BE DETERMINED BY THE ENGINEER RESPONSIBLE FOR THE DESIGN OF THE DECK. VP IS NOT RESPONSIBLE FOR THE PERFORMANCE OR DESIGN OF THE DECK. DIAPHRAGM OPENINGS, DECK NBVP: OPENINGS IN THE MEZZANINE DECK (NBVP) MUST BE DESIGNED TO TRANSFER DIAPHRAGM FORCES ACROSS THE OPENINGS. VP IS NOT RESPONSIBLE FOR THE DESIGN OF DIAPHRAGM FORCES AROUND OPENINGS. THIS MUST BE CONSIDERED BY THE ENGINEER RESPONSIBLE FOR THE DESIGN OF THE DECK OR BY THE PROJECT ENGINEER. IF VP IS REQUIRED TO PROVIDE ADDITIONAL COLLECTORS FOR THE OPENINGS, SUCH REQUIREMENT MUST BE DELIVERED IN WRITING TO VP BEFORE THE BUILDING IS RELEASED FOR FABRICATION. STAIRS: IF JOIST ARE BY VP, STAIRS MUST BE ATTACHED TO THE MEZZANINE AT THE MEMBERS SHOWN ON THE VP PLAN. IF SUPPORT OF A STAIR REQUIRES ATTACHMENT TO ANY OTHER VP MEZZANINE MEMBER, THE BUILDER MUST NOTIFY VP. REFER TO THE MEZZANINE FLOOR PLAN FOR ANY ADDITIONAL SPECIAL LOADS AND FOR STRUT LOADS AND LOCATIONS, IF APPLICABLE. SpEqIAI.NOTESTO.INCLLj.DEoNJHE; DRAWINGS Show the Diaphragm Forces on a plan view of the drawings Show the Mezzanine with Members and Cohhections on a plan view of the drawings. . Indicate where stairs can attach to VP Mezzanine Members Engineering Process Manual T ¶9) ¶9) 9) 9) 9) 9) ¶ 9) 10 Dimension Key. Shape Name = FBO. Wall = 1 VP Buildings 3200 Players Club Circle MemphlsTN 38125 MEZZANINE LAYOUT nnv ssn 5, MW Construction, Inc. ,coaLavpa.a use 1/23/2009 ''°' Carlsbad, California VP BuILDINGS u.enEmncnnusmcu waewn4s MW Construction, Inc. Ne5oaThYutu,nflRTn1,OTOPRR NTS 2008 555n 7.11 nnuInnu 13:25:09 ,_5usuus 4510-09-Mug,tlun.FBO.VFC •nusuus.us.us=us=uus, Mezzanine 1 8 13/0/0 Floor Type Non-Composite Loading Type Office Mezzanine Category Entire Floor Bracing Category Unbraced Top of Floor 131-0" Total Thickness of Deck + Topping 1 1/8" Top of Joist 12'-10 7/8" Kin. Clearance from Floor to Rafter 91-6- Min. Clearance from Floor to Joist 91-6- Floor Dead Load 11.00 psf Floor Live Load 50.00 psf Not Reducible Coil. Load: 9.00 psf Partition Load: 20.00 psf Floor Live Load Deflection 360 Floor Dead + Floor Live Deflection 240 Q Frame Member Schedule Part Width Thick. Webthk Depth TCXOOl TS 4.0 x 4.0 x 0.250 4" MBXOOl . 5" .3750 . .18-75" MBX002 .10" .5000 .1875 MBX003 9" - .3750 .1875 MBX004 10" .3750 .1875 19 -611 MBX005 10" .3750 .1875 l-6" MBX006 9" .3750 .1875 MJX001 6" .3750 .1875 MJXOO2 5" .2500 .1875 1-6" MJX003 9" .3750 .1875 MJX004. 6" .3750' .1875 l-G 9" MBX007 10" .3750 .1875 911 Shape Name = FBO. Wall =_1 VP Bulldngs 3200 Players Club circle Memphis TN 38125 MEZZANINE LAYOUT nv MW Construction, Inc. 1/23/2009 Carlsbad, California VP BUILDINGS MW Construction, Inc. NTS 2008 7." Hi 07 1S231 451MII.FBO.VPC Job No. 09-1654 SINGLE PLATE SHEAR TAB DESIGN Page: H108 SHRTAB-2b Date: 6/24/2009 Prepared By: KPT Ref. Design Manual Section 3.11 Rev 2,05/19105 Reviewed By: 1/2" Top of Beam Beam Elevation= 12'-10 1/8" 4 1/2" (3) Spaces at 3" 211 —_ 3/16" 3/16" _____ Top or Girder 3/16"V Elevation = 12'-10 1/8" II (4)1" x - A325-SC Bolts w/Horiz Short Slots in Clip & Washers Over Slots 3/8" Clip Girder Notes: JOIST TO BEAM CONN (TYP. ALL) 09-1654 JOIST TO BEAM.xlt Job No. 09-1654 SINGLE PLATE SHEAR TAB DESIGN Page: H109 .VR SHRTAB-1 Date: 6/24/2009 Prepared By: KPT Ref. Design Manual Section 3.11 Rev 9, 04/21/05 Reviewed By: KII 2" 1/2" . - r- EXT COL © 3/G, bIG - EXT COL © 5/G, 8/G Top of Beam Beam Elevation = 12'-10 1/8" MJX002 4 1/2" - (3) Spaces at 3"- 2" (Typ) 3/16" k 3/16" V Opposite conrac weld + 3" past clip.! N/A V (4)1" x - A325-SC Bolts w/Horiz Short Slots in Clip & Washers Over Slots 3/8" Clip *1 Notes: JOIST TO EXT. COLUMN FLANGE 09-1654 JOIST TO BEAM.xlt Job No. 09-1654 Page: H11O SHRTAB-5 SINGLE PLATE SHEAR TAB DESIGN Date: 6/24/2009 Connection to column web Prepared By: . KPT Ref. Design Manual Section 3.11 Rev 10, 05103/05 Reviewed By: © 2" 2" 3 1/2 in Top of Beam Elevation = 12'-10 1/8" (4) l x A325-SC Bolts w/Horiz Short Slots in Clip & Washers Over Slots - 3/8" Clip Notes: JOIST TO ENDPOST WEB 09-1654 JOIST TO BEAM .xlt Job No. .:.,091654. .:: Mezzanine on Top of Tube Column Page: th.ii of . Date: 6/24/2009 :.:. . Prepared By: .. . KPT....:. Reviewed By: 1/2 V / Mezzanine Beam I .4.5 3I8 . . "- Stiff. B. S. CL 3/16 3/16. in 00 1/2 Plate WI / ', (4) 3/4 Dia A325 N Bolts A325- SCBoltsw/Washers \ . 11/16"x 15/16" Horz.Slots . 11/4 31166 Typ. u Note Std. Holes in Beam Web. - ! 3/8 •" Plate Tube Column TCXOO1 Rev: 04/22/05 04/22/05 Engineering Process Manual Job No. 09-1654 - SINGLE PLATE SHEAR TAB DESIGN Page: H112 SHRTAB-5 Date: 6/25/2009 Connection to column web Prepared By: KPT Ref. Design Manual Section 3.11 Rev 10, 05/03/05 Reviewed By: (9) 2" r 3 1/2" l ip Top of Beam Elevation = 12'-10 1/8" (4) 1" x - A325-SC Bolts w/Horiz Short Slots in Clip & Washers Over Slots 3/8" Clip Notes: BEAM TO EXT COL WEB 09-1654 JOIST TO BEAM I No. p1-fs4 page H113 of Date Prepared by Reviewed by (44' - t) (AJ7 I A gyi !,ttiP' tvfrz,,K P.7 5 /1 [k4/ i2c ,/'cLi No. page — H120 of ______ Date __2'1 Prepared by LET Reviewed by AO ADJUST CANOPY TO PITCH DOWNWARD (TYP. ALL) —.— ---------- PROTECTED ZONE NO HOLES, STIFF. OR WELDED CLIPS (TYP. ALL HAUNCHES) 52-10" - Shape : FBO, Wall : 12, Frame at: 26/0/0 9:47 AM J6INÔ 09-1654 - Bolted End-Plate Moment Connection AISC Design Guide #16 Method (DM3 1) _FjepAred'8y: .41 RevIslon 6e ) JUppoqyg %W Rot -. WALL 8 PORTAL FRAME HAUNCH , , •]lliIPJiIi[s1II 1 Required Strength r Design Method —i Configuration Select Button OR Click on "Standard'/ Wide for Auto-select - r Flange -. I— 9. —1 M (ink) = 52 ®ASD INSIDE 1 2 3 4 ®OUTSIDE b1= 9 30 - V (kips) = 0 0 LRFD , 0 INSIDE ' 2- P (kips) = 0 0 LSD (Canada) FLUSH - - Is S S I 022 - 30.13" •2.125 Member Geometry ®31IMFO2 0) p---1 05 475 ANALYSIS SIDE OTHER SIDE -,u ET ...OL415IMF 042 043 - 2.125" b1(in)= 9 , 6 '1' / .• -I- t (in) = 0.5 0.375 - FLUSH 02 0 53 0 54 25.38- t. (in) 03125 0.3125 uj rR 062, 1/4 d(in)= - 28 - TENDED - slope k 0.0833 -0.0833 SSET 081 ,082 083 - - 0 1.843: I User Override Ir Application:Design Levels b (in) = I High Seismic (IMF R>3) I IPj 1% Bolts _. " 03125 t, (in) = I ,F97F3% Plate z " Fpy (ksl) = 55 Design Procedure:100 Welds -. (ksi) = 701 1 Thick Plate (No prying) O0% Beanng/learOut ... Flange Weld Default V Bolt Diameter -.." 48 0% Shear Yielding I— 400 — w (in) = 0 i 0 1 ' & 1 %h Shear Rupture " 'war (in) = © 1. 1/8 Bolt Shear Design Summary Weight.'3/16 WWT (in) = I 03/4 0 1 1/4 AVAiLABLE FLEXURAL STRENGTH> 5904 (in-k) Bolts (4) 1.125 in Bibs Max Ratio = I 07/8 01-1/2 O7T1 ASD 1 40.6% Plate I in 46 lbs Installati9n. 0 0 in) 1838 0 .: Cost Index Z= 54lbs , Tool IConvent10naI V " in) 1.059 A= 34931 Washers I I 01 I AS_TM A325 -X [j Row, 0 - Shear resisted by I 0 Messages Default •,,, V . . I vj 0 • 0 0 F 0 - 0 0 , - - # Compr Bolts L_41 - 0 0 0 Flange & Web Welds: . 0 " - •. p50 (in) = h9 (in) = w (in) = CJP CJP - p51(in)= - * -; t. (in) -. b,1 (in) 0 50 b9 (in) = 0 0 0 0 L9 (in) = . .- WWT (in) '0.25 - 0 0 > Flange-to-plate weld: use CJP with 5/16 in. relnf. fillet inside! t3 (in) = F (ksi) = 55 w, (k) = 0.1875 >ilMFProtectod Zone = 27 in Follow AlSC 358 64(8) g (in) =I F 5 (ksi) = 55 g0 (in)= - FlushLr 0 0.5 'Gusset: 0 NONE. 0 • 4. - 0 p (in) = FE,,.x (ksi) = 70 L3 (in) = L9 (in) - p0 (in) = ,.jillet(in) = 0.625 0 w5 (in) 0 W (in) Pb (in) ,>.44FiUet(in)=, 0.1875 w.' (in) o.Wgi(Ifl)= p > (in) = 441,FilletW(ln)- 0 1875 r ,_t.._ 0 - • ( 0 , . - _ - • 0 - 0 - ,0' -, ,00• - . -. 0 '0 • - -. - >0 09-1654 ____ HJ3 'W2 17 Bolted End-Plate Moment Connection Date 6/23/2009 AISC Design Guide #16 Method (DM3.1) I Notes: I WALL 8 PORTAL FRAME HAUNCH Detailing Summary.- Outside Flange (FO) -I-- 4 —I- 2 -I- - 2 118 Tension Flange cli CT Corn nmccinn rInna hint - -. — Shown (b =9) F— 9" —I Diameter Quantity Length Config. [ 6 ] 1 1/8 " 4 '-'3 1/2 " (half plate, tension side only) ASTM A325-X, Pretensioned, Conventional installation tool' - - Thickness Width Length End-Plate 1 ' 9 " 18 1/8 ' (half plate, tension side only) Gusset All plates Grade 55 (Fy=55 ksi) 'Lr.iIJI! Size Weld Type Flange-to-End-Plate CJP 1/2 " All weld metal Fexx=70 ksi (Standard) Web-to-End-Plate @Flg Fillet 2-side 1/4 " - Web-to-End-Plate Fillet 2-side 3/16" U Bolt length verified c 9:48 AM 09-1654 * 4 'sg: H124" 6 V Bolted End-Plate Moment Connection lDat: 6/23/2009 . , V AlSCDesignGuidé #16 Method (DM3.1).MR61ew4d V V By: V - :. Rvlson: 6e Ju2008 otesVI V V WALL 12 PORTAL FRAME HAUNCH' Required Strength M (in k) •' 5656 r Design Method ®ASD V Configuration Select Button OR Click on Standard I"Wide for Auto-select - INSIDE ROWS > 2 3 4 Flange It ®OUTSIDE I— b 9 - V (kips) = t :0 0 LRFD V . ' - 0 INSIDE . •' : .. 2" P(kips) = 0 0LSD(anada) - • ... FW6i1 1 V HER 0 - 30.13" V -. 2.125" Member Geometry -i - V EXTENDED ® <I 032 042 . VVETV. 033 043 -- V V V V V 05 475 2,125" ANALYSIS SIDE - OTHER SIDE V , V . ' V V + b, (in) =- - 9 V 8 V . V tf(in)= 05 05 - 0052 t. (in) =- V 0.3125 2538 - 0.3125 uj r hER 062 V A V 1 "N ' V d (in) = 28 0i 72 ,0 V 1 slope k = 0.0833 . -0.0833 EXTENOE!2 V GUSSET 081 V 082 083 CJP V V _ V 1.843. - - Application Design Levels . User Override b(in)= ' . I *High Seismic (IMF,R>3) 11 V 971,1 9% Bolts . V 0.3125 -- , (in) = I 88 8% Plate :— V• - Fpy (ksi) = . 55 Design Procedure: C , ' ' ' .' Welds . . . ." F 5 (ksi) = 70j [i Plate (No prying) []0K oq Beanng/TearOut . -- --------- --- 4OO ------- Flan ge Weld Default V Bolt Diameter .. '61'9% Shear Yielding - I— F W (in) = Y!T 0i ".. r' 62 R%1 Shear Rupture 4 Weight b1(in) = I i 1/8 00%, Design Summary Bolt Shear 1.125 8 lbs 3/16 WwT (in) = I 03/4 01-1/4 AVAILABLE FLEXURAL STRENGTH >.fO4 (n-k) Bolts (4) in Max. Ratio= V 07/8 0 . (ASO] s,o%:. Plate: i in: • 461bs '. 1= 541bs lnstallati9n I " V 'i0ri) 201.2 'Costindex . . .- V V Tool IConventionaI,[JV V1e . ••,, fd rq 0fl) 1,101 'i.. :' V ,VV. 36.551 ,' .-.. V Washers I I 01 ks1A35-x lvi , (in) 0.943 . ' •V' Shear resisted by j Default V Pretensloned I I t!iq max.XA Messages # Compr Bolts —I 01 V. • . -. . , Flange & Web Welds: Pee (in) = ' ç h9 (in) = - W (in) CJP CJP Psi (in) = V . V 119 (in) = .- - b1(in) = 5 b5 (in) = V L9 .(in) = . w1 (in) = 0.25 . . > FItnge-to-piate weld: use CJP with 5/16 In. relnffiilet inside! t5 (in) = F (ksi) = 55 w (k) = 0.1875 > IMF Protected Zone = 27 in Follow AISC 358 6.4(8) g (in) Fy. (ksi) =' - 55.", V : '. . V V g0 (in) = - FlushL 0.5 . Stiffener: NONE Gusset: NONE p (in) = (ksi) = 70 L. (in) = L. (in) = p o (in)= . . _.Fillet (in) V 0.625 w5 (in)= . w9 (in)= Pb (in) = V thFillet (in) = V 0.1875 w5 (in) = - w-(in) = • ' V - :'- . Pest (in) = - FiIletWn -0.1875 . - • V V '. - .....V - C.) C (b1 =9") 9" JöbN 09-1654 125 Bolted End-Plate Moment Connection Dath F 6/23/2009 H AISC Design Guide #16 Method (DM3.1) Notes: I WALL 12 PORTAL FRAME HAUNCH Detailing Summary - Outside Flange (FO) Tension Flange Compression Flange Not Shown Ii1i4. Diameter Quantity Length Conflg. [ 6 ] 1 1/8 11 4 =3 1/2 " (half plate, tension side only) ASTM A325-X, Pretensioned, Conventional installation tool Thickness Width Length End-Plate 1 9 18 1/8 " (half plate, tension side only) Gusset All plates Grade 55 (Fy=55 ksi) Size Weld Type Flange-to-End-Plate CJP 1/2 " All weld metal Fexx=70 ksi (Standard) Web-to-End-Plate @Flg Fillet 2-side 1/4 Web-to-End-Plate Fillet 2-side 3/16" El Bolt length verified 9:50 AM ,, r 09-1654 I H126 Bolted 'End-Plate Moment Connection'. .. Date: ' 6/23/2009 V . AISC Design Guide #16 Method (DM 3.- . I FL 3 HAUNCH .,- .- .' . • . . . . .]l/IIl[II1II 1 Required Strength 3241 r Design Method Configuration Select Button OR aick on"Standard"/ Wide for Auto-select ®ASD I ' INSIDE ROWS 2' 3 ' . 4 ®OUThIDE .: b,= 6" M(in-k)= . V (kips) = . - 0 0 LRFD . . . .' . 1.75" P (kips) 0 O LSD (Cana ] l USH F 0j 1Q12 0 Ois - "1' FL . 022 29.75" .-. . •... . 1.75" Member Geometry I EXTENDED o - ............. 05 4 ANALYSISSIDE . •OTHERSIDE . _J'...............GU El 0.j042 043 . - I' / . . . r. • . 1.75" + + :' b (in) = 6 . 6 t(in)= 05 05 - O _15i O 0 3 2575 , (in) = .0.3125 0.3125 ju FLUSH . . . 062 . ./' . - . . . ......-( 1/4 .1 /' - sin, -.. 28 . . TENDED- 'AL. -----i . . c 'slope k= 0.0833 '. -0.0833 ' LI.fGUSSET '. Oai . 0ai 083 . 1.843' , Application: - . . . ' - Design Levels: . User Override:. b (in) = 8 High Seismic (IMF R>3) I vi 3 Bolts 03125 t1, (in) Plate ao (ksi) = i Design Procedure: - . . .- Welds F 5 (ksi) = 70 1 Thick Plate (No prying) v] OK BeanngllearOut - - ___ Flange Weld [lt V Boit Diameter 433 5°/ Shear Yielding I— 400 - Wn (in) = = - 6.T 0 1/2 ® i 0 i 1/8 - I/S 4O7 Shear Rupture '00% Bolt Shear Design Summary Weight - 3/16 (in) WWT (in) = 03/4 01 1/4 AVAILABLE FLEXURAL STRENGTH>ç 665. (in-k) Bolts (4) 1 In.,6 lbs Max Ratio = 07/8 0i 1/2 JYJF O"2 (ASO 1 695 Plate I in 40 lbs 1nsta11at19n f.v (m) = 220--2 Cost index Z= 45 lbs Tool I Conventional " -- d5 q n) 0 833 " A = 35 526 Washers 1:10 ASTIVI -•' n)= 0•801a Shear resisted by: ' Default . = Messages: '-.- .....-.-- d Pretensione . ,# Compr Bolts : , .. Flange ,& Web Welds:10 . p80 (in) - .!OrO, . W(fl) . - ,CJP - CJP -. - Psi (in) b (in) = t9 (in) ** " L9 (in) . , bf (in) = 4 . .. . . - W (in) = 0.25 - * . - , > Flange.to-plate weld: use . . CJP with 5/16 in. reinf. fillet inside! - * - - = -55 - wWW (k) ' 0.1875 * - E IMFProtected Zone = 18 In. Follow AiSC-358: 6.4(8). g (in) = 4 F 5 (ksi) = 55 4 (in) = ....F11 '(ksi) g. (in) = ' FlushL", 0.5 Stiffener: NONE Gusset: NONE . •.: . . Pn (in) = F51 (ksi) = 70 L. (in) ,= L9 (in) = p10 (in)* • " Fiflet(in) =, .,0.625 w5 (in)= w9 (in)= Pb (in) - ' -. Fillet(in) 0.1875 .. w3 (in) = -. w91(in)= Pest (in) = ,FilietW (in) r 0.1875 * . ..- 09-1654 Page 1 H127 VW'z Bolted-End-Plate Moment Connection Dat 6/23/2009 AISC Design Guide #16 Method (DM3 1) _ RW(t6e i208 Notes: I FL 3 HAuNCH Detailing Summary - Outside Flange (FO) -I--- 4 —I- C Tension Flange Compression Flange Not Shown (b1 6) - - I— 8" —1 Diameter Quantity Length Config. [6] 1 4 3 1/4 (half plate, tension side only) ASTM A325-X, Pretensioned, Conventional installation tool MEMENE Thickness Width Length End-Plate 1 8 ' 17 1/2 (half plate, tension side only) Gusset All plates Grade 55 (Fy=55 ksi) Size Weld Type Flange-to-End-Plate OP 1/2 " All weld metal Fexx=70 ksi (Standard) Web-to-End-Plate @Flg Fillet 2-side 1/4 Web-to-End-Plate Fillet 2-side 3/16" £3 Bolt length verified 1. 9:50 AM • .• • -,- -• - • -•. -•-.-.••- •• Bolted End-Plate Moment Connection AISC Design Guide #16 Method (DM3.1) Notes: I FL4, 8.5&9HAUNCH Detailing Summary - Outside Flange (FO) 09-1654 }J129 - 6/23/2009 -I— 4 —I- 13/4 - . .. I -i- 1 3/4 Tension Flange C. Compression Flange Not Shown (b=6') —.7" - Diameter Quantity Length Config. [ 6 ] 1 11 4 3 1/4 (half plate, tension side only) ASTM A325-X, Pretensioned Conventional installation tool Thickness Width Length End-Plate 1 " 7 . " 20 1/2 (half plate, tension side only) Gusset - . All plates Grade 55 (Fy=55 ksi) Size Weld Type Flange-to-End-Plate CJP 1/2 ' All weld metal Fexx=70 ksi (Standard) Web-to-End-Plate @Flg Fillet 2-side 5/16" Web-to-End-Plate . Fillet 2-side 3/16" - - U Bolt length verified - 10:01 AM - Jb'INb. 09-1654 - Page: H130'" Bolted End-Plate Moment Connection , 6/23/2009 AISC Design Guide #16 Method (DM3 1) i(RevlsIoii 6e Jtil920O8 I 0 FL 5 HAUNCH., • , . •1lLnilpj(e]I1 1 Required Strength:Design Method Configuration Select Button OR Click on Standard / Wide for Auto-select - r Flange —i I- d' M (in k) = 3774 ® ASD INSIDE ROWS 1 2 3 4 ® OUTSIDE b = 6 - V (kips) = 0 0 LRFD , 0 INSIDE .- 1.8125" P (kips) = 0 0 LSD (Canada ) PLUSH TQZiT 01 C2 OJ TIJ , S I .. I '.n . 022 - 35.81" 1.8125" Member Geometry IEXTENDED ®EO Q 3,3 ,,........ 05 425 ANALYSIS SIDE OTHER SIDE 1U ET TQJØ',! 042" '' 043 . - ' 1:9375" b(in)= 6 . 6 ,.., . 1' , .. / • S . -I-. -I-. t (in) = 6_5 0.625 - FLUSH - O 3156 0.375 .- 0.3125 . 'w 11 t EF 1 062 - d (in) = .34 - ' '0S_2 EXTENDED ---- ' ________ Cip ' I slope k = 0 0833 0 0833 - ,JGUSSET 081 082 083 . User Override Application Design Levels b (in) = High Seismic (IMF R>3) [j Bolts 0375 t1, (in) = j72O% Plate - F; (ksi) = 55 Design Procedure: . ., . . . ;1.9 Welds TPU (ksl) = 70 [iThick Plate (No prying) v 10K .,. ' Beari6g/Tear0ut - FlangeWeld, Default ' Bolt Diameter . . - - ' . ' . 366Y Shear Yielding - . • . . --,- '"4.00 :- -. - . .. w (in) = 01/2 Shear Rupture bWT (in) = ,O i 1/8 00%' Bolt Shear Design Summary Weight 3/16 w1(in) = 03/4 01 1/4 AVAILABLE FLEXURALSTRENGTH> c567 1 (tn-k) ' Bolts (4) 1 in 6 lbs Max Ratio = 07/8 01 1/2 :;0!,72Ki EASDI 65.5% Plate 1 In..41 lbs lnstallatiçrn .. - .. . . = 2361,5 . . ' * ,. Cost index. -! Z= 47 lbs , •- . Tool I Conventional ['v 0.816 . A = . . 36.971 Washers I I." 0 FA _ A325-x lvi , rq fl) - 0,849 Shear resisted by: . ' - . '' . * Messages: p . . . • . - Default ' I v . retensloned #ComprBolts 0 . . - . . Flange & Web Welds: p50.(in) ' '' : h9 (in) . . , - widin)=* -. CJP .CJP Psi (in)- - t9 (in)' ' . br (in) = 4 . .. , , -. .. . -, • b8 (in) = . Lg (in) = - - . w1 (in) =, 0.3125' - , I> Fige..to.pIate weld: use CJP with 5/16 in. reinf. fillet inside! t5 (in) •, F (ksi)'= - ' 55 , - w -(k) = 0.1875 . > IMF Protected Zone = 18 in. FoilowAISC.358: 6.4(8) . g (in) ' . F 5 (ksi) = " 55 g0 (in) = .- . FlushL , ' 0.5 ' Stiffener: NONE '' Gusset: NONE p (in) FEXX (ksi)= 70 . L, (in)=' - L9 (in) Pro (in) = -. ' ,jilet(in) 0.625 - - w (in) = , w9 (in) = . -_" . . -. 0 , • Pb (in) . S. m,FI1i0t(11l) = 01875 . w5 (in)= -. . . - w9, (in) p0 (in) = . ,,FiileiW (in) 0.1875 . . ' 0 • .. . -. .. . - - -. . - j5g:N61~11 09-1654 Bolted End-Plate Moment Connection Date. 6/23/2009 AISC Design Guide #16 Method (DM3 1) R"I'Y' Notes: I FL 5 HAUNCH Detailing Summary - Outside Flange (FO) -I--- 4 •' —I- - 1 13/16 . . 113/16 " Tension Flange N. *1 -I- -I- C I'.. Compression Flange Not Shown (of =6) I— 7" —I - Diameter Quantity Length Conf9g. [ 6 ] 1 11 4 3 1/4 " (half plate, tension side only) ASTM A325-X, Pretensioned, Conventional installation tool 1c-z Thickness Width Length End-Plate 1 " 7 " 20 5/8 " (half plate, tension side only) Gusset All plates Grade 55 (Fy=55 ksi) Weld Type Size Flange-to-End-Plate OP 1/2 " All weld metal Fexx=70 ksi (Standard) Web-to-End-Plate @Flg Fillet 2-side 5/16" Web-to-End-Plate Fillet 2-side 3/16" E] Bolt length verified 10:02 AM - 'S '1-1132 - Bolted End-Plate' Moment Connection - Date: . 6/23/2009 09-1654 AISC Design Guide #16 Method (DM3.1) ' RevIsion 6e,. Jul9200Q j1qtes - - .- - FL 10 HAUNCH . - ' .5. • S]lIIL'iIP4.1l[•]II 1 Required Strength Design Method Configuration Select Button OR Click on Standard / Wide for Auto-select - r Flange - 8 -' M(in-k)= 3845 ®ASD - I iiNSiDE ROWS '-1 2 3 4 OUTSIDE . b4 = 6'.'. V (kips) = 0 0 LRFD 0 INSIDE 1 75 P (kips) = 0 0t.so (Canada) I - i --i--nr--' 022 2975' Member Geometry I EXTENSEE 0 ' <InFO1 10 05 4 ANALYSIS SIDE OTHER SIDE _J i 0 4' 18 042 043 1 75 6. 6 t(in)= 05 0.375 0si 0i? FLUSH 2575 t(in) = 03125 ' .0.3125 4UJ ' 062 ' '"S5 ' 1/4 ' d (in) = 28 5 XTENDLD - - slope k= 00833 -d.0833 - 071 C'7 GUSSET 0oi 082 083 CJP User Override Application + Design Levels b (in) = 8 High Seismic (IMF R>3) V '90 8% Bolts 03125 ' ., 4--e..45 t, (in) = 4i% Plate (ksi) = - 55 Design Procedure: - :- -. ' ' k,190.0°/ Welds (ksi) 70 Ii Thick Plate (No prying) .rj OK Beanng/lear0ut - - - - - - - :7- F Flange Weld Default V Bolt Diameter 39 7% Shear Yielding I— 400 - w (in) = ® 1 r 482% Shear Rupture bWT(in)= . J0i 1/8L s00% Bolt Shear Design Summary'Weight 3/16 w (in) = 03/4 0 1 1/4 AVAILABLE FLEXURAL STRENGTH ,jk4665 (in-k) Bolts (4) 1 In 6 lbs Max Ratio = 07/8 0 1 1/2 O'4' [ASD] 824 Plate I In 40 lbs installatl9n 220 2 Cost Index 3= 45 lbs Tool Conventional [: q (in) 0 908 = 35 526W Washers 0 LASTM A325-X Shear resisted by: - - 2mazj. #NA -, , Messages: ' --• Default Pretensloned I v] # Cornpr Bolts [9-0 ' Flange & Web Welds: ' '•' -' p50 (in) = -. - h9 (in) -' , 'Wii (in) = - UP - CJP p; (in) = ., - - t9 (in)- - , bw (in) = +4 - . - S , - '2 - b5 (in) = L9 (in) = w 1- (in) = 025 > Fige-to plate weld use CJP with 5/16 in relnf fillet insidel t3 (in) = F (ksi) = 55 w, (k) = 0 1875 1> IMFProtected Zone = 18 in Follow AISC 358 64(8) g (in) = 4 F 5 (ksl) = 55 1 g0 (in) = FlushL 0 5 Stiffener:NONE Gusset NONE pfl (in) = FEXX (ksi) = 70 L5 (in) = L9 (in) = p10 (in) = ,Jillet (in) = 0.625 w55 (in) = wgp (in) Pb (in) = ,,.,Fillet (in) = 0.1875 w (in) = w9 (in) p,(in) . .'-,1FiilelW(in) ,0.1875 • . - - -, - -- - -_. - .- -- . - - - - .. -. ,. - ' -:- - •-.' - •-+ 5 -- -o . - ¶5 - .- . - 1 • 4 - - S . - 5 4 09-1654 ff' Bolted End-Plate Moment Connection 6/23/2009 I AISC Design Guide #16 Method (DM3 1) Notes: I FL 10 HAUNCH Detailing Summary - Outside Flange (FO) -I— 4 1 3/4' • I -I- 1 3/4 ' Tension Flange U) ('4 -I- • -I- C Compression Flange Not Shown (bf =6') 8 " Diameter Quantity Length Config. [ 6 1 1 4 =3 1/4 " (half plate, tension side only) ASTM A325-X, Pretensioned, Conventional installation tool Thickness Width Length End-Plate 1 8 17 1/2 (half plate, tension side only) Gusset All plates Grade 55 (Fy=55 ksi) Winn Weld Type Size Flange-to-End-Plate CJP 1/2 All weld metal Fexx=70 ksi (Standard) Web-to-End-Plate @Flg Fillet 2-side 1/4 Web-to-End-Plate Fillet 2-side 3/16' EJ Bolt length verified - t \ TT -f F c 1 >< > I -i- r - - * :---- - - - /- / 09-1654 H134