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ENGINEERING CALCS - 16-00554 - 433 Airport Rd - Barney Storage - Bldg 3
08-05-2016 Universal Steel Buildings 400 Island Ave McKees Rocks, PA 15136 412-250-2157 Project: DELL R. BARNEY — Rexburg. ID Re: 80 x 100 x T-6 This letter is to certify the above referenced building will be designed in accordance with the applicable sections of the American Institute of Steel Construction (AISC) and the American Iron and Steel Institute (AISI) design procedures and good engineering practices for the following loads. Loads are applied in accordance with the 2012 International Building Code. Seismic Design Category — D Risk Category - II Building is to be erected in accordance with "FOR CONSTRUCTION" erection drawings sealed by Rama Adhikary. Building construction type — Type IIB Noncombustible Dead Load.. . .......................................... Metal Building Materials Wind Speed...........................................115 mph (3 sec gust) Exposure "C" I,, = 1.0 Live Load .............................................20 psf Collateral Load.......................................None Ground Snow Load..................................52 psf C, = 1.0 C, = 1.2 I,= 1.0 Roof Snow Load = 0.70 x 1.0 x 1.2 x 52 = 43.6 psf (max) Basic Structural System and Seismic Resisting System = Light Framed Walls with Shear Panels The buyer is responsible for insuring all specified loads are in compliance with local regulatory authorities. This letter of certification applies solely to the steel building system and its component parts and especially excludes any foundation, masonry, general contract work, or parts supplied by anyone other than 'Universal Steel Buildings Rama Adhikary, P.E. is not Engineer of Record for overall project. Respectfully, 191 S1 1� Rama Adhikary, Engineer Universal Steel Buildings (16344) 400 Island AVE 15136 REACTIONS & ANCHOR BOLTS FOR jmanack@factoryusa.com Rexburg ID 2396r-JVE BUILDING LAYOUT Width (ft)= 80.0 Length (ft)= 100.0 Eave Height (ft)= 8.5/ 8.5 Roof Slope (rise/12 )= 0.50/ 0.50 BUILDING LOADS Roof Dead Load (psf )= 2.0 Wall Dead Load Left Endwall (psf )= 2.0 Right Endwall (psf )= 2.0 Front Sidewall(psf )= 2.0 Back Sidewall(psf )= 2.0 Live Load (psf )= 20.0 Collateral Load (psf )= 0.5 Snow Load (psf )= 43.7 Wind Speed (mph )= 115.0 Wind Code = IBC 12 Closed/Open C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 0.64 ---------------------------- Designer : Detailer : NET 30 8/11/16 *BASIC LOADS: * Press Suct 21.4 -23.6 * Dead Collat Live Snow Rain Basic Wind Load Ratio Seismic * Load Load Load Load Load Wind Deflect Factor Load 2.0 0.5 20.0 43.7 0.0 24.5 0.44 0.60 0.10 *WIND PRESSURE/SUCTION: * * Wind Wind * Press Suct 21.4 -23.6 Ext Column 21.4 -23.6 Girt/Header 21.4 -23.3 Jamb 26.4 -28.6 Ext Panel 31.8 -31.8 Parapet Girt 5.0 -5.0 Int Column 5.0 -5.0 Int Panel 9.8 -7.1 .. Bracing 14.9 -10.5 .. Bracing, Edge 36.7 -24.5 .. Bracing, Parapet *WIND COEFFICIENTS: * Surf Rafter_Wind_l Bracing -Wind * Id Left Right Left Right 1 0.41 -0.60 0.41 -0.60 2 -1.21 -0.69 -1.21 -0.69 3 -0.69 -1.21 -0.69 -1.21 4 -0.60 0.41 -0.60 0.41 *COLUMN & BRACING DESIGN LOADS: * Load x Load *No Id Dead Coll Live Snow Drift Coef 45 1 1.00 1.00 1.00 0.00 0.00 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 4 1.00 1.00 0.00 1.00 1.00 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 15 1.00 1.00 0.75 0.00 0.00 0.00 Long Wind 0.00 -0.90 -0.90 0.00 Rafter Wind Brace Wind Long Column Wind Au Rain Left Right Left Right Wind Press Suct Seis Id 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0 16 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0 0.00 17 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0 0.00 18 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0 0.00 19 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0 0.00 20 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0 0.00 21 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0 0.00 22 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0 0.00 23 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0 0.00 24 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0 0.00 25 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 26 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 27 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0 0.00 28 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0 0.00 29 1.03 1.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 30 1.03 1.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 31 1.02 1.02 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 32 1.02 1.02 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0 0.00 33 1.02 1.02 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 34 1.02 1.02 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0 0.00 35 1.02 1.02 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 36 1.02 1.02 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0 0.00 37 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 38 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 39 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0 0.00 41 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0 0.00 42 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 45 1.02 1.02 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 *AUXILIARY LOADS: * No. Aux Aux * Aux Id Name 2 *ADDITIONAL LOADS: * No. Add Surf Basic * Add Id Id Load 6 No. Add Add Load Combs Id Coef Load FX FY M X Y -Conc. Type W1 W2 Cc DL1 DL2 -Unif. ----- ---------------------------------------------------------- 2396r-JVE Reactions & Anchor Bolts: 8/11/16 12:OOam Foundation Loads(k)- Frame Col Max Positive Max Negative Anchor Bolt Line Line Id Hors Vert Id Horz Vert No. Diam ----- 1 ------ B -- 1 ----- 0.31 ----- -0.20 -- 2 ----- -0.28 ----- --- ----- -0.26 3 0.00 1.28 4 0.31 -0.39 1 C 1 0.31 -0.20 2 -0.28 -0.26 3 0.00 1.45 4 0.31 -0.39 1 D 1 0.32 -0.20 2 -0.29 -0.26 3 0.00 1.45 4 0.32 -0.39 1 E 3 0.00 1.45 4 0.00 -0.39 1 F 1 0.34 -0.20 2 -0.31 -0.26 3 0.00 1.45 4 0.34 -0.39 1 G 1 0.34 -0.20 2 -0.31 -0.26 3 0.00 1.45 4 0.34 -0.39 1 H 1 0.35 -0.20 2 -0.32 -0.26 3 0.00 1.45 4 0.35 -0.39 1 1 3 0.00 1.42 4 0.00 -0.29 1 J 1 0.35 -0.39 2 -0.32 -0.26 3 0.00 1.45 5 0.35 -0.39 1 K 1 0.34 -0.39 2 -0.31 -0.26 3 0.00 1.45 5 0.34 -0.39 1 L 1 0.34 -0.39 2 -0.31 -0.26 3 0.00 1.45 5 0.34 -0.39 1 M 3 0.00 1.45 5 0.00 -0.39 1 N 1 0.32 -0.39 2 -0.29 -0.26 3 0.00 1.45 5 0.32 -0.39 1 0 1 0.31 -0.39 2 -0.28 -0.26 3 0.00 1.45 5 0.31 -0.39 1 P 1 0.31 -0.39 2 -0.28 -0.26 3 0.00 1.28 5 0.31 -0.39 11 P 1 0.31 -0.20 2 -0.28 -0.26 3 0.00 1.28 4 0.31 -0.39 11 O 1 0.31 -0.20 2 -0.28 -0.26 3 0.00 1.45 4 0.31 -0.39 11 N 1 0.32 -0.20 2 -0.29 -0.26 3 0.00 1.45 4 0.32 -0.39 11 M 3 0.00 1.45 4 0.00 -0.39 11 L 1 0.34 -0.20 2 -0.31 -0.26 3 0.00 1.45 4 0.34 -0.39 11 K 1 0.34 -0.20 2 -0.31 -0.26 3 0.00 1.45 4 0.34 -0.39 11 J 1 0.35 -0.20 2 -0.32 -0.26 3 0.00 1.45 4 0.35 -0.39 11 I 3 0.00 1.42 4 0.00 -0.29 11 H 1 0.35 -0.39 2 -0.32 -0.26 3 0.00 1.45 5 0.35 -0.39 11 G 1 0.34 -0.39 2 -0.31 -0.26 3 0.00 1.45 5 0.34 -0.39 11 F 1 0.34 -0.39 2 -0.31 -0.26 3 0.00 1.45 5 0.34 -0.39 11 E 3 0.00 1.45 5 0.00 -0.39 11 D 1 0.32 -0.39 2 -0.29 -0.26 3 0.00 1.45 5 0.32 -0.39 11 C 1 0.31 -0.39 2 -0.28 -0.26 3 0.00 1.45 5 0.31 -0.39 11 B 1 0.31 -0.39 2 -0.28 -0.26 ----- ------ 3 -- 0.00 ----- 1.28 ----- 5 -- 0.31 ----- -0.39 ----- --- ----- 1 Q 1 0.02 -0.06 2 -0.01 -0.10 3 0.00 0.51 6 0.02 -0.14 2 Q 3 0.00 1.01 4 0.00 -0.32 3 Q 3 0.00 1.01 4 0.00 -0.32 4 Q 3 0.00 0.89 4 0.00 -0.28 5 Q 3 0.00 0.89 4 0.00 -0.28 6 Q 3 0.00 0.89 4 0.00 -0.28 7 Q 3 0.00 0.89 4 0.00 -0.28 8 Q 3 0.00 0.89 4 0.00 -0.28 9 Q 3 0.00 0.48 4 0.00 -0.14 10 Q 7 0.00 0.20 6 0.00 -0.03 11 Q 8 0.02 0.01 2 -0.01 0.01 ----- 11 ------ A -- ----- 1 0.02 ----- -0.06 -- 2 ----- -0.01 ----- -0.10 3 0.00 0.51 6 0.02 -0.14 10 A 3 0.00 1.01 4 0.00 -0.32 9 A 3 0.00 1.01 4 0.00 -0.32 8 A 3 0.00 0.89 4 0.00 -0.28 7 A 3 0.00 0.89 4 0.00 -0.28 6 A 3 0.00 0.89 4 0.00 -0.28 5 A 3 0.00 0.89 4 0.00 -0.28 4 A 3 0.00 0.89 4 0.00 -0.28 3 A 3 0.00 0.48 4 0.00 -0.14 2 A 7 0.00 0.20 6 0.00 -0.03 1 A 8 0.02 0.01 2 -0.01 0.01 ----- 2 * ------ B -- ----- 1 0.07 ----- -0.42 -- 2 ----- -0.07 ----- -0.54 3 0.00 2.53 4 0.07 -0.81 2 * C 1 0.07 -0.42 2 -0.07 -0.54 3 0.00 2.88 4 0.07 -0.81 2 * D 1 0.07 -0.42 2 -0.07 -0.54 3 0.00 2.89 4 0.07 -0.81 2 * E 1 0.07 -0.42 2 -0.07 -0.54 3 0.00 2.89 4 0.07 -0.81 2 * F 1 0.07 -0.42 2 -0.07 -0.54 3 0.00 2.89 4 0.07 -0.81 2 * I 1 0.08 -0.60 2 -0.08 -0.52 3 0.00 2.81 4 0.08 -0.60 2 * L 1 0.07 -0.81 2 -0.07 -0.54 3 0.00 2.89 5 0.07 -0.81 2 * M 1 0.07 -0.81 2 -0.07 -0.54 3 0.00 2.89 5 0.07 -0.81 2 * N 1 0.07 -0.81 2 -0.07 -0.54 3 0.00 2.89 5 0.07 -0.81 2 * 0 1 0.07 -0.81 2 -0.07 -0.54 3 0.00 2.88 5 0.07 -0.81 2 * P 1 0.07 -0.81 2 -0.07 -0.54 3 0.00 2.53 5 0.07 -0.81 ----- --* ------ I -- ----- 1 0.08 ----- -0.29 -- 2 ----- -0.08 ----- -0.25 3 0.00 1.49 4 0.08 -0.29 ----- --* ------ F -- ----- 12 0.08 ----- -0.27 -- 2 ----- -0.08 ----- -0.25 3 0.00 1.45 4 0.07 -0.38 --* I 1 0.08 -0.29 2 -0.08 -0.25 3 0.00 1.44 4 0.08 -0.29 --* L 12 0.08 -0.27 2 -0.08 -0.25 3 0.00 1.45 5 0.07 -0.38 ----- 2 * ------ Frame -- ----- Lines: 2 3 ----- 4 5 -- ----- 6 7 ----- 8 --* Frame Lines: -- -- -- Frame Lines: -- -- -- Load Load Id Combination 9 10 1 0.6Dead+0.6Wind Right2+0.6Wind Suction 2 Dead+0.6Wind Pressure+0.6Wind_Longl 3 Dead+Collatera1+0.01Snow 4 0.6Dead+0.6Wind Leftl+0.6Wind Suction 5 0.6Dead+0.6Wind Right1+0.6Wind Suction 6 Dead+0.6Wind Leftl+0.6Wind_Suction 7 Dead+Collateral+Snow 8 Dead+Collateral+O.OlSnow+0.45Wind Suction 9 Dead+Collateral+0.75Live+0.45Wind_Suction+0.45Wind_Longl 10 0.6Dead+0.6Wind Pressure+0.6Wind_Longl 11 Dead+Collateral+O.OlSnow+0.45Wind Right2+0.45Wind_Suction 12 0.6Dead+0.6Wind Suction+0.6Wind Longl BRACING/PANEL SHEAR REACTIONS: ------------------------------ -------Bracing(k )-------- Panel ---Wall-- Col ----Wind---- --Seismic--- Shear Loc Line Line Horz Vert Horz Vert (lb/ft) Long E 85.06 Long I 62.07 Long M 85.26 L_EW 1 17.44 Tran 2 32.14 Tran 3 24.79 Tran 25 107.69 Tran 4 17.22 Tran 35 107.69 Tran 5 17.22 Tran 45 37.98 Tran 6 17.22 Tran 55 37.98 Tran 7 17.22 Tran 65 37.98 Tran 8 17.22 Tran 75 107.69 Tran 9 24.57 Tran 10 32.14 R_EW 11 17.44 ------------------------------------------------------ ---------------------------------------------------------------------------- 2396r-JVE Seismic Design Report: 8/11/16 12:OOam Building Data ------------- Code Length Width Left Eave Height Right Eave Height Seismic Formula --------------- Base Shear, V =IBC 12 = 100.00 = 80.00 8.50 8.50 = 0.667*1.2*Fa*Ss*W/R Seismic Dead Load Roof Dead = Vmin = 0.044*Sds*Ie*W Snow (200) = Vmax = Shc*Ie*W/(T*R) Shear Force, E = Omega*Rho*V T(Moment Frame) = 0.155 Fa*Ss = 0.640 Zone/Design Category= D Sl = 0.156 Shc = 0.226 Sds = 0.425 Seismic Dead Load Roof Dead = 2.50 (psf ) Snow (200) = 8.74 (psf ) Roof Total = 11.24 (psf ) Endwall Dead = 2.00 (psf ) Sidewall Dead = 2.00 (psf ) Interior Wall Dead 2.00 (psf ) Seismic Forces -------------- (k ) @ Longitudinal Panel R = 5.00, Omega= 2.00 @ 20.0 W = 39.53 (k ) Force, V = 4.05 (k ) Force, E = 12.15 (k ) @ 40.0 W = 28.85 (k ) Force, V = 2.96 (k ) Force, E = 8.87 (k ) @ 60.0 W = 39.62 (k ) Force, V = 4.06 (k ) Force, E = 12.18 (k ) Transverse Panel R = 5.00, Omega= 2.00 L_EW W = 5.67 (k ) Force, V = 0.58 (k ) Force, E = 1.74 (k ) @ 10.0 W = 10.45 (k ) Force, V = 1.07 (k ) Force, E = 3.21 (k ) @ 20.0 W = 8.06 (k ) Force, V 0.83 (k ) Force, E = 2.48 (k ) @ 25.0 W = 5.00 (k ) Force, V = 0.51 (k ) Force, E = 1.54 (k ) @ 30.0 W = 5.60 (k ) Force, V = 0.57 (k ) Force, E = 1.72 (k ) @ 35.0 W = 5.00 (k ) Force, V = 0.51 (k ) Force, E = 1.54 (k ) @ 40.0 W = 5.60 (k ) Force, V = 0.57 (k ) Force, E = 1.72 (k ) @ 45.0 W = 5.29 (k ) Force, V = 0.54 (k ) Force, E = 1.63 (k ) @ 50.0 W = 5.60 (k ) Force, V = 0.57 (k ) Force, E = 1.72 (k ) @ 55.0 W = 5.29 (k ) Force, V = 0.54 (k ) Force, E = 1.63 (k ) @ 60.0 W = 5.60 (k ) Force, V = 0.57 (k ) Force, E = 1.72 (k ) @ 65.0 W = 5.29 (k ) Force, V = 0.54 (k ) Force, E = 1.63 (k ) @ 70.0 W = 5.60 (k ) Force, V = 0.57 (k ) Force, E = 1.72 (k ) @ 75.0 W = 5.00 (k ) Force, V = 0.51 (k ) Force, E = 1.54 (k ) @ 80.0 W = 7.99 (k ) Force, V = 0.82 (k ) Force, E = 2.46 (k ) @ 90.0 W = 10.45 (k ) Force, V = 1.07 (k ) Force, E = 3.21 (k ) R_EW W = 5.67 (k ) Force, V = 0.58 (k ) Force, E = 1.74 (k ) Total Base Shear Longitudinal Force, V = 11.07 (k ) Transverse Force, V = 10.99 (k )