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STRUCTURAL CALCS - 22-00610 - U-Haul Bldg A - New Commercial
DAVID SANSOTTA Registered Professional Engineer In Partners with STRUCTURAL EDGE ENGINEERING, PLLC 5509 N. Glenwood St. Boise, ID 83714 | o: 208.501.2289 | www.structuraledge.com STRUCTURAL EDGE ENGINEERING, PLLC U-HAUL BUILDING ‘A’ REXBURG, ID SE PROJECT NO: SE22-123 PREPARED FOR: HILLSIDE ARCHITECTURE CODE: 2018 IBC DATE: AUGUST 15, 2022 3 -7 8 -33 34 -58 59 -63 64 -99 100 -130 131 -158 159 -163 LATERAL ANALYSIS CANOPY FRAMING 2ND FLOOR FRAMING 3RD FLOOR FRAMING CFS FRAMING (WALLS, HEADERS, ROOF) FOUNDATIONS AND COLUMNS E.O.R.:DAVID SANSOTTA TABLE OF CONTENTS PROJECT INFORMATION AND LOADING CONCRETE WALLS BUILDING CODE:2018 IBC S.E. JOB NUMBER:SE22-123 DESIGNER:DNS TABLE OF CONTENTS PROJECT NAME:U-HAUL ADDRESS: REXBURG, ID 2 2.0 PSF 20.0 PSF 50.0 PSF 2.0 PSF 25.0 PSF 1.00 2.0 PSF 1.0 5.0 PSF 1.0 0.0 PSF 50.0 PSF 35.0 PSF 2.0 PSF 4-1/2" NW & 6-1/4" LW W2 DECK 35.0 PSF 2.0 PSF 125.0 PSF 15.0 PSF 105 MPH -26.0 PSF -15.6 PSF C -29.0 PSF -17.4 PSF 24.6 PSF -34.7 PSF -20.8 PSF 16.3 PSF -46.1 PSF -27.7 PSF 16.0 PSF -54.9 PSF -32.9 PSF 16.0 PSF -21.2 PSF -11.8 PSF -32.6 PSF -18.7 PSF -41.4 PSF -23.9 PSF 0.370 0.148 0.143 0.400 0.371 0.400 0.221 0.186 D 2.500 D 6.000 MECH EQUIP. 1.000 3.25 STEEL ORD. CONCENTRIC FRAME & LIGHT GAUGE 'X' BRACE 0.114 0.016 0.00 1500 PSF 36 in 250 PSF/FT 40 PSF/FT 60 PSF/FT PROJECT INFORMATION ROOF DEAD LOAD ROOF LIVE LOAD ROOF SNOW LOAD ROOFING CONSTRUCTION GROUND SNOW FRAMING Ct CEILING ROOF SNOW SPRINKLERS MIN FLAT ROOF FLOOR LOADS FLOOR DEAD LOAD INSULATION MIN LIVE LOAD Is DECKING Ce WIND C&C ASD LOADS WIND SPEED INT WALL '4'INT WALL '4' TOTAL C&C NET '1' WIND EXPOSURE END WALL '5'END WALL '5' END WALL 'A'INT ROOF '1'C&C INT ROOF '1' INT WALL 'C'END ROOF '2'C&C END ROOF '2' CORNER ROOF '3'C&C CORNER ROOF '3'END ROOF 'B' INT ROOF 'D'NET '1' C&C NET '2' NET '3'C&C NET '3' SEISMIC MSFRS LRFD SEISMIC MISC LRFD NET '2' PASSIVE ACTIVE RESTRAINED FOUNDATIONS SD1 SEISMIC DES. CAT. SOIL PROFILE Ie R Cs Cs min (12.8-5) Cs min (12.8-6) SOIL BEARING FTG/FROST DEPTH FLOOR LIVE LOAD Fp MECH (13.3-1) ap R Ss Fp WALL S1 Fp WALL ANCHORAGE SDs Fp min (12.11-1) WIND MWFRS LRFD (CH 28) WIND C&C LRFD (CH 30) M.E.P / MISCS 3 4 5 6 ASCE 7-16 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:WIND LOADS Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Calculations per ASCE 7-16General Design Values 102.0 Roof Rise:Run Ratio Flat Exposure C 40.0 16.0 100.0 Flat/Hip/Gable Roof psf Topographic Factor Kzt per 26.8 1.00 106.0LHD : Least Horizontal Dimension ft a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH))10.60 ft Effective Wind Area of Component & Cladding V : Basic Wind Speed per Sect 26.5-1 or 2 mph Roof pitch for cladding pressure ft^2 Occupancy per Table 1.5-1 II All Buildings and other structures except those listed Exposure Category per 26.7 MRH : Mean Roof Height ft Lambda MWFRS: per Figure 26.5-1 1.49 User specified minimum design pressure 1.49Lambda Component & Cladding : per Figure 30.4-1 Main Force Resisting System Values Component & Cladding Values Design Wind Pressures Horizontal Pressures . . . Zone: A =24.64 psf Zone: C =16.30 psf Zone: B =-16.00 psf Zone: D =-16.00 psf Vertical Pressures . . . Zone: E =-29.59 psf Zone: G =-20.59 psf Zone: F =-16.75 psf Zone: H =-16.00 psf Overhangs . . . Zone: Eoh =-41.39 psf Zone: Goh =-32.39 psf ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf, while assuming ps for Zones E, F, G, and H are equal to 0 psf. Design Wind Pressure = Lambda * Kzt * Ps30 per Eq 30.4-1Component & Cladding Design Wind Pressures Zone 1 Positive 16.000 psf Negative -34.747 psf Zone 2 16.000 psf-46.101 psf Zone 3 16.000 psf -54.892 psf Wall Zone 4 :23.751 -26.045 psf Wall Zone 5 :23.751 psf-28.995 psf -37.697 psf -46.399psf Roof Pressures Negative psf Wall Pressures Overhang Pressures Zone 3e Zone 3r Zone 2e Zone 2n Zone 2r Zone 1'psf psf psf psf psf psf psf psf Zone 1 Zone 2 Zone 3 Zone 3e Zone 3r Zone 2e Zone 2n Zone 2r Zone 1'16.000 -25.598 ****** ****** ****** ****** '*** : There is no value in Figure 30.4-1 Tabular Values ****** -37.846 -37.846 *** *** *** *** *** 7 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:CONCRETE HEADER - 25FT Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0OLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ I .Cross Section & Reinforcing Details Rectangular Section, Width = 5.50 in, Height = 36.0 in Span #1 Reinforcing.... 3-#5 at 2.0 in from Bottom, from 0.0 to 25.0 ft in this span 3-#5 at 6.0 in from Bottom, from 0.0 to 25.0 ft in this span 3-#5 at 2.0 in from Top, from 0.0 to 25.0 ft in this span 3-#5 at 6.0 in from Top, from 0.0 to 25.0 ft in this span . Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.050, L = 0.1250, S = 0.0250 ksf, Tributary Width = 5.0 ft, (3RD FLR) Uniform Load : D = 0.050, L = 0.1250, S = 0.0250 ksf, Tributary Width = 5.0 ft, (2ND FLR) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.653 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 0.000 ft Mn * Phi : Allowable 248.649 k-ft Typical SectionSection used for this span Mu : Applied -162.330 k-ft Maximum Deflection 0 <240.0 3525 Ratio =0 <180.0 Max Downward Transient Deflection 0.040 in 7540Ratio =>=240.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.085 in Ratio =>=180.0 Max Upward Total Deflection 0.000 in Lr Only L Only Span: 1 : +D+L Span: 1 : +D+L . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Overall MAXimum 25.305 25.305 Overall MINimum 1.250 1.250 D Only 9.680 9.680 +D+L 25.305 25.305 8 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:CONCRETE HEADER - 25FT Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 +D+Lr 10.930 10.930 +D+S 14.367 14.367 +D+0.750Lr+0.750L 22.336 22.336 +D+0.750L+0.750S 24.914 24.914 +0.60D 5.808 5.808 Lr Only 1.250 1.250 L Only 15.625 15.625 S Only 4.688 4.687 .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+1.60L+0.50S 1 0.00 34.00 38.96 38.96 162.33 0.68 15.70 PhiVc < Vu 23.264 40.6 9.6 9.0 +1.20D+1.60L+0.50S 1 0.27 34.00 38.11 38.11 151.80 0.71 15.80 PhiVc < Vu 22.304 40.7 10.1 9.0 +1.20D+1.60L+0.50S 1 0.55 34.00 37.26 37.26 141.51 0.75 15.93 PhiVc < Vu 21.331 40.9 10.5 9.0 +1.20D+1.60L+0.50S 1 0.82 34.00 36.40 36.40 131.44 0.78 16.06 PhiVc < Vu 20.344 41.0 11.0 9.0 +1.20D+1.60L+0.50S 1 1.09 34.00 35.55 35.55 121.61 0.83 16.21 PhiVc < Vu 19.341 41.1 11.6 9.0 +1.20D+1.60L+0.50S 1 1.37 34.00 34.70 34.70 112.02 0.88 16.38 PhiVc < Vu 18.317 41.3 12.3 9.0 +1.20D+1.60L+0.50S 1 1.64 34.00 33.85 33.85 102.65 0.93 16.58 PhiVc < Vu 17.268 41.5 13.0 9.0 +1.20D+1.60L+0.50S 1 1.91 34.00 33.00 33.00 93.52 1.00 16.81 PhiVc < Vu 16.188 41.7 13.9 9.0 +1.20D+1.60L+0.50S 1 2.19 34.00 32.15 32.15 84.62 1.00 16.81 PhiVc < Vu 15.336 41.7 14.6 9.0 +1.20D+1.60L+0.50S 1 2.46 34.00 31.30 31.30 75.95 1.00 16.81 PhiVc < Vu 14.484 41.7 15.5 9.0 +1.20D+1.60L+0.50S 1 2.73 34.00 30.44 30.44 67.52 1.00 16.81 PhiVc < Vu 13.632 41.7 16.5 9.0 +1.20D+1.60L+0.50S 1 3.01 34.00 29.59 29.59 59.32 1.00 16.81 PhiVc < Vu 12.781 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 3.28 34.00 28.74 28.74 51.35 1.00 16.81 PhiVc < Vu 11.929 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 3.55 34.00 27.89 27.89 43.61 1.00 16.81 PhiVc < Vu 11.078 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 3.83 34.00 27.04 27.04 36.11 1.00 16.81 PhiVc < Vu 10.226 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 4.10 34.00 26.19 26.19 28.84 1.00 16.81 PhiVc < Vu 9.375 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 4.37 34.00 25.33 25.33 21.80 1.00 16.81 PhiVc < Vu 8.523 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 4.64 34.00 24.48 24.48 14.99 1.00 16.81 PhiVc < Vu 7.671 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 4.92 34.00 23.63 23.63 8.42 1.00 16.81 PhiVc < Vu 6.820 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 5.19 34.00 22.78 22.78 2.08 1.00 16.81 PhiVc < Vu 5.968 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 5.46 34.00 21.93 21.93 4.03 1.00 16.81 PhiVc < Vu 5.117 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 5.74 34.00 21.08 21.08 9.90 1.00 16.81 PhiVc < Vu 4.265 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 6.01 34.00 20.22 20.22 15.55 1.00 16.81 PhiVc < Vu 3.414 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 6.28 34.00 19.37 19.37 20.96 1.00 16.81 PhiVc < Vu 2.562 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 6.56 34.00 18.52 18.52 26.13 1.00 16.81 PhiVc < Vu 1.710 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 6.83 34.00 17.67 17.67 31.08 1.00 16.81 PhiVc < Vu 0.8588 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 7.10 34.00 16.82 16.82 35.79 1.00 16.81 PhiVc < Vu 0.007278 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 7.38 34.00 15.97 15.97 40.27 1.00 16.81 PhiVc/2 < Vu <=Min 9.6.3.1 30.0 17.0 17.0 +1.20D+1.60L+0.50S 1 7.65 34.00 15.12 15.12 44.51 0.96 16.68 PhiVc/2 < Vu <=Min 9.6.3.1 29.9 17.0 17.0 +1.20D+1.60L+0.50S 1 7.92 34.00 14.26 14.26 48.53 0.83 16.23 PhiVc/2 < Vu <=Min 9.6.3.1 29.4 17.0 17.0 +1.20D+1.60L+0.50S 1 8.20 34.00 13.41 13.41 52.31 0.73 15.86 PhiVc/2 < Vu <=Min 9.6.3.1 29.1 17.0 17.0 +1.20D+1.60L+0.50S 1 8.47 34.00 12.56 12.56 55.86 0.64 15.55 PhiVc/2 < Vu <=Min 9.6.3.1 28.7 17.0 17.0 +1.20D+1.60L+0.50S 1 8.74 34.00 11.71 11.71 59.17 0.56 15.28 PhiVc/2 < Vu <=Min 9.6.3.1 28.5 17.0 17.0 +1.20D+1.60L+0.50S 1 9.02 34.00 10.86 10.86 62.25 0.49 15.05 PhiVc/2 < Vu <=Min 9.6.3.1 28.2 17.0 17.0 +1.20D+1.60L+0.50S 1 9.29 34.00 10.01 10.01 65.10 0.44 14.84 PhiVc/2 < Vu <=Min 9.6.3.1 28.0 17.0 17.0 +1.20D+1.60L+0.50S 1 9.56 34.00 9.15 9.15 67.72 0.38 14.66 PhiVc/2 < Vu <=Min 9.6.3.1 27.9 17.0 17.0 +1.20D+1.60L+0.50S 1 9.84 34.00 8.30 8.30 70.11 0.34 14.49 PhiVc/2 < Vu <=Min 9.6.3.1 27.7 17.0 17.0 +1.20D+1.60L+0.50S 1 10.11 34.00 7.45 7.45 72.26 0.29 14.34 PhiVc/2 < Vu <=Min 9.6.3.1 27.5 17.0 17.0 +1.20D+1.60L+0.50S 1 10.38 34.00 6.60 6.60 74.18 0.25 14.20 Vu < PhiVc/2Not Reqd 9.6.3 14.2 0.0 0.0 +1.20D+1.60L+0.50S 1 10.66 34.00 5.75 5.75 75.87 0.21 14.07 Vu < PhiVc/2Not Reqd 9.6.3 14.1 0.0 0.0 +1.20D+1.60L+0.50S 1 10.93 34.00 4.90 4.90 77.32 0.18 13.95 Vu < PhiVc/2Not Reqd 9.6.3 13.9 0.0 0.0 +1.20D+1.60L+0.50S 1 11.20 34.00 4.04 4.04 78.54 0.15 13.83 Vu < PhiVc/2Not Reqd 9.6.3 13.8 0.0 0.0 +1.20D+1.60L+0.50S 1 11.48 34.00 3.19 3.19 79.53 0.11 13.72 Vu < PhiVc/2Not Reqd 9.6.3 13.7 0.0 0.0 +1.20D+1.60L+0.50S 1 11.75 34.00 2.34 2.34 80.29 0.08 13.61 Vu < PhiVc/2Not Reqd 9.6.3 13.6 0.0 0.0 +1.20D+1.60L+0.50S 1 12.02 34.00 1.49 1.49 80.81 0.05 13.51 Vu < PhiVc/2Not Reqd 9.6.3 13.5 0.0 0.0 +1.20D+1.60L+0.50S 1 12.30 34.00 0.64 0.64 81.10 0.02 13.40 Vu < PhiVc/2Not Reqd 9.6.3 13.4 0.0 0.0 +1.20D+1.60L+0.50S 1 12.57 34.00 -0.21 0.21 81.16 0.01 13.35 Vu < PhiVc/2Not Reqd 9.6.3 13.3 0.0 0.09 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:CONCRETE HEADER - 25FT Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+1.60L+0.50S 1 12.84 34.00 -1.06 1.06 80.98 0.04 13.45 Vu < PhiVc/2Not Reqd 9.6.3 13.5 0.0 0.0 +1.20D+1.60L+0.50S 1 13.11 34.00 -1.92 1.92 80.58 0.07 13.56 Vu < PhiVc/2Not Reqd 9.6.3 13.6 0.0 0.0 +1.20D+1.60L+0.50S 1 13.39 34.00 -2.77 2.77 79.94 0.10 13.67 Vu < PhiVc/2Not Reqd 9.6.3 13.7 0.0 0.0 +1.20D+1.60L+0.50S 1 13.66 34.00 -3.62 3.62 79.06 0.13 13.78 Vu < PhiVc/2Not Reqd 9.6.3 13.8 0.0 0.0 +1.20D+1.60L+0.50S 1 13.93 34.00 -4.47 4.47 77.96 0.16 13.89 Vu < PhiVc/2Not Reqd 9.6.3 13.9 0.0 0.0 +1.20D+1.60L+0.50S 1 14.21 34.00 -5.32 5.32 76.62 0.20 14.01 Vu < PhiVc/2Not Reqd 9.6.3 14.0 0.0 0.0 +1.20D+1.60L+0.50S 1 14.48 34.00 -6.17 6.17 75.05 0.23 14.14 Vu < PhiVc/2Not Reqd 9.6.3 14.1 0.0 0.0 +1.20D+1.60L+0.50S 1 14.75 34.00 -7.03 7.03 73.25 0.27 14.27 Vu < PhiVc/2Not Reqd 9.6.3 14.3 0.0 0.0 +1.20D+1.60L+0.50S 1 15.03 34.00 -7.88 7.88 71.21 0.31 14.42 PhiVc/2 < Vu <=Min 9.6.3.1 27.6 17.0 17.0 +1.20D+1.60L+0.50S 1 15.30 34.00 -8.73 8.73 68.94 0.36 14.57 PhiVc/2 < Vu <=Min 9.6.3.1 27.8 17.0 17.0 +1.20D+1.60L+0.50S 1 15.57 34.00 -9.58 9.58 66.44 0.41 14.75 PhiVc/2 < Vu <=Min 9.6.3.1 27.9 17.0 17.0 +1.20D+1.60L+0.50S 1 15.85 34.00 -10.43 10.43 63.71 0.46 14.94 PhiVc/2 < Vu <=Min 9.6.3.1 28.1 17.0 17.0 +1.20D+1.60L+0.50S 1 16.12 34.00 -11.28 11.28 60.74 0.53 15.16 PhiVc/2 < Vu <=Min 9.6.3.1 28.4 17.0 17.0 +1.20D+1.60L+0.50S 1 16.39 34.00 -12.13 12.13 57.54 0.60 15.41 PhiVc/2 < Vu <=Min 9.6.3.1 28.6 17.0 17.0 +1.20D+1.60L+0.50S 1 16.67 34.00 -12.99 12.99 54.11 0.68 15.70 PhiVc/2 < Vu <=Min 9.6.3.1 28.9 17.0 17.0 +1.20D+1.60L+0.50S 1 16.94 34.00 -13.84 13.84 50.45 0.78 16.03 PhiVc/2 < Vu <=Min 9.6.3.1 29.2 17.0 17.0 +1.20D+1.60L+0.50S 1 17.21 34.00 -14.69 14.69 46.55 0.89 16.44 PhiVc/2 < Vu <=Min 9.6.3.1 29.6 17.0 17.0 +1.20D+1.60L+0.50S 1 17.49 34.00 -15.54 15.54 42.42 1.00 16.81 PhiVc/2 < Vu <=Min 9.6.3.1 30.0 17.0 17.0 +1.20D+1.60L+0.50S 1 17.76 34.00 -16.39 16.39 38.06 1.00 16.81 PhiVc/2 < Vu <=Min 9.6.3.1 30.0 17.0 17.0 +1.20D+1.60L+0.50S 1 18.03 34.00 -17.24 17.24 33.46 1.00 16.81 PhiVc < Vu 0.4331 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 18.31 34.00 -18.10 18.10 28.63 1.00 16.81 PhiVc < Vu 1.285 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 18.58 34.00 -18.95 18.95 23.57 1.00 16.81 PhiVc < Vu 2.136 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 18.85 34.00 -19.80 19.80 18.28 1.00 16.81 PhiVc < Vu 2.988 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 19.13 34.00 -20.65 20.65 12.75 1.00 16.81 PhiVc < Vu 3.839 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 19.40 34.00 -21.50 21.50 7.00 1.00 16.81 PhiVc < Vu 4.691 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 19.67 34.00 -22.35 22.35 1.00 1.00 16.81 PhiVc < Vu 5.542 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 19.95 34.00 -23.21 23.21 5.22 1.00 16.81 PhiVc < Vu 6.394 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 20.22 34.00 -24.06 24.06 11.68 1.00 16.81 PhiVc < Vu 7.246 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 20.49 34.00 -24.91 24.91 18.37 1.00 16.81 PhiVc < Vu 8.097 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 20.77 34.00 -25.76 25.76 25.29 1.00 16.81 PhiVc < Vu 8.949 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 21.04 34.00 -26.61 26.61 32.44 1.00 16.81 PhiVc < Vu 9.80 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 21.31 34.00 -27.46 27.46 39.83 1.00 16.81 PhiVc < Vu 10.652 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 21.58 34.00 -28.31 28.31 47.45 1.00 16.81 PhiVc < Vu 11.503 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 21.86 34.00 -29.17 29.17 55.30 1.00 16.81 PhiVc < Vu 12.355 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 22.13 34.00 -30.02 30.02 63.39 1.00 16.81 PhiVc < Vu 13.207 41.7 17.0 9.0 +1.20D+1.60L+0.50S 1 22.40 34.00 -30.87 30.87 71.71 1.00 16.81 PhiVc < Vu 14.058 41.7 16.0 9.0 +1.20D+1.60L+0.50S 1 22.68 34.00 -31.72 31.72 80.26 1.00 16.81 PhiVc < Vu 14.910 41.7 15.1 9.0 +1.20D+1.60L+0.50S 1 22.95 34.00 -32.57 32.57 89.04 1.00 16.81 PhiVc < Vu 15.761 41.7 14.2 9.0 +1.20D+1.60L+0.50S 1 23.22 34.00 -33.42 33.42 98.06 0.97 16.69 PhiVc < Vu 16.732 41.6 13.4 9.0 +1.20D+1.60L+0.50S 1 23.50 34.00 -34.28 34.28 107.30 0.91 16.48 PhiVc < Vu 17.796 41.4 12.6 9.0 +1.20D+1.60L+0.50S 1 23.77 34.00 -35.13 35.13 116.78 0.85 16.30 PhiVc < Vu 18.831 41.2 11.9 9.0 +1.20D+1.60L+0.50S 1 24.04 34.00 -35.98 35.98 126.50 0.81 16.13 PhiVc < Vu 19.845 41.1 11.3 9.0 +1.20D+1.60L+0.50S 1 24.32 34.00 -36.83 36.83 136.45 0.76 15.99 PhiVc < Vu 20.839 40.9 10.8 9.0 +1.20D+1.60L+0.50S 1 24.59 34.00 -37.68 37.68 146.62 0.73 15.86 PhiVc < Vu 21.819 40.8 10.3 9.0 +1.20D+1.60L+0.50S 1 24.86 34.00 -38.53 38.53 157.04 0.70 15.75 PhiVc < Vu 22.785 40.7 9.8 9.0 .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam MAXimum BENDING Envelope Span # 1 1 25.000 -162.33 248.65 0.65 +1.40D Span # 1 1 25.000 -56.46 248.65 0.23 +1.20D+0.50Lr+1.60L Span # 1 1 25.000 -155.17 248.65 0.62 +1.20D+1.60L+0.50S Span # 1 1 25.000 -162.33 248.65 0.65 +1.20D+1.60Lr+L Span # 1 1 25.000 -121.84 248.65 0.49 +1.20D+1.60Lr 10 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:CONCRETE HEADER - 25FT Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam Span # 1 1 25.000 -56.73 248.65 0.23 +1.20D+L+1.60S Span # 1 1 25.000 -144.75 248.65 0.58 +1.20D+1.60S Span # 1 1 25.000 -79.65 248.65 0.32 +1.20D+0.50Lr+L Span # 1 1 25.000 -116.11 248.65 0.47 +1.20D+L+0.50S Span # 1 1 25.000 -123.27 248.65 0.50 +0.90D Span # 1 1 25.000 -36.30 248.65 0.15 +1.20D+L+0.20S Span # 1 1 25.000 -117.41 248.65 0.47 . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections +D+L 1 0.0851 12.500 0.0000 0.000 11 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 12FT MAX NON-BEARING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0OLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ I .Cross Section & Reinforcing Details Rectangular Section, Width = 5.50 in, Height = 16.0 in Span #1 Reinforcing.... 2-#5 at 2.0 in from Bottom, from 0.0 to 12.0 ft in this span 2-#5 at 2.0 in from Top, from 0.0 to 12.0 ft in this span . Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.050, L = 0.1250, S = 0.0250 ksf, Tributary Width = 1.0 ft, (3RD FLR) Uniform Load : D = 0.050, L = 0.1250, S = 0.0250 ksf, Tributary Width = 1.0 ft, (2ND FLR) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.433 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 5.989 ft Mn * Phi : Allowable 35.218 k-ft Typical SectionSection used for this span Mu : Applied 15.234 k-ft Maximum Deflection 0 <240.0 1925 Ratio =0 <180.0 Max Downward Transient Deflection 0.020 in 7238Ratio =>=240.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.075 in Ratio =>=180.0 Max Upward Total Deflection 0.000 in Lr Only L Only Span: 1 : +D+0.750L+0.750S Span: 1 : +D+0.750L+0.750S . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Overall MAXimum 3.494 3.494 Overall MINimum 0.600 0.600 D Only 1.582 1.582 +D+L 3.082 3.082 +D+Lr 2.182 2.182 12 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 12FT MAX NON-BEARING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 +D+S 2.632 2.632 +D+0.750Lr+0.750L 3.157 3.157 +D+0.750L+0.750S 3.494 3.494 +0.60D 0.949 0.949 Lr Only 0.600 0.600 L Only 1.500 1.500 S Only 1.050 1.050 .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+L+1.60S 1 0.00 14.00 5.08 5.08 0.00 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 0.13 14.00 4.97 4.97 0.66 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 0.26 14.00 4.86 4.86 1.30 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 0.39 14.00 4.75 4.75 1.93 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 0.52 14.00 4.63 4.63 2.55 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 0.66 14.00 4.52 4.52 3.15 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 0.79 14.00 4.41 4.41 3.73 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 0.92 14.00 4.30 4.30 4.31 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 1.05 14.00 4.19 4.19 4.86 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 1.18 14.00 4.08 4.08 5.40 0.88 6.51 PhiVc/2 < Vu <=Min 9.6.3.1 19.7 7.0 7.0 +1.20D+L+1.60S 1 1.31 14.00 3.97 3.97 5.93 0.78 6.39 PhiVc/2 < Vu <=Min 9.6.3.1 19.6 7.0 7.0 +1.20D+L+1.60S 1 1.44 14.00 3.86 3.86 6.44 0.70 6.30 PhiVc/2 < Vu <=Min 9.6.3.1 19.5 7.0 7.0 +1.20D+L+1.60S 1 1.57 14.00 3.75 3.75 6.94 0.63 6.22 PhiVc/2 < Vu <=Min 9.6.3.1 19.4 7.0 7.0 +1.20D+L+1.60S 1 1.70 14.00 3.64 3.64 7.43 0.57 6.15 PhiVc/2 < Vu <=Min 9.6.3.1 19.4 7.0 7.0 +1.20D+L+1.60S 1 1.84 14.00 3.52 3.52 7.90 0.52 6.09 PhiVc/2 < Vu <=Min 9.6.3.1 19.3 7.0 7.0 +1.20D+L+1.60S 1 1.97 14.00 3.41 3.41 8.35 0.48 6.04 PhiVc/2 < Vu <=Min 9.6.3.1 19.2 7.0 7.0 +1.20D+L+1.60S 1 2.10 14.00 3.30 3.30 8.79 0.44 6.00 PhiVc/2 < Vu <=Min 9.6.3.1 19.2 7.0 7.0 +1.20D+L+1.60S 1 2.23 14.00 3.19 3.19 9.22 0.40 5.96 PhiVc/2 < Vu <=Min 9.6.3.1 19.2 7.0 7.0 +1.20D+L+1.60S 1 2.36 14.00 3.08 3.08 9.63 0.37 5.92 PhiVc/2 < Vu <=Min 9.6.3.1 19.1 7.0 7.0 +1.20D+L+1.60S 1 2.49 14.00 2.97 2.97 10.03 0.35 5.89 PhiVc/2 < Vu <=Min 9.6.3.1 19.1 7.0 7.0 +1.20D+L+1.60S 1 2.62 14.00 2.86 2.86 10.41 0.32 5.86 Vu < PhiVc/2Not Reqd 9.6.3 5.9 0.0 0.0 +1.20D+L+1.60S 1 2.75 14.00 2.75 2.75 10.78 0.30 5.83 Vu < PhiVc/2Not Reqd 9.6.3 5.8 0.0 0.0 +1.20D+L+1.60S 1 2.89 14.00 2.64 2.64 11.13 0.28 5.81 Vu < PhiVc/2Not Reqd 9.6.3 5.8 0.0 0.0 +1.20D+L+1.60S 1 3.02 14.00 2.53 2.53 11.47 0.26 5.78 Vu < PhiVc/2Not Reqd 9.6.3 5.8 0.0 0.0 +1.20D+L+1.60S 1 3.15 14.00 2.41 2.41 11.79 0.24 5.76 Vu < PhiVc/2Not Reqd 9.6.3 5.8 0.0 0.0 +1.20D+L+1.60S 1 3.28 14.00 2.30 2.30 12.10 0.22 5.74 Vu < PhiVc/2Not Reqd 9.6.3 5.7 0.0 0.0 +1.20D+L+1.60S 1 3.41 14.00 2.19 2.19 12.39 0.21 5.73 Vu < PhiVc/2Not Reqd 9.6.3 5.7 0.0 0.0 +1.20D+L+1.60S 1 3.54 14.00 2.08 2.08 12.68 0.19 5.71 Vu < PhiVc/2Not Reqd 9.6.3 5.7 0.0 0.0 +1.20D+L+1.60S 1 3.67 14.00 1.97 1.97 12.94 0.18 5.69 Vu < PhiVc/2Not Reqd 9.6.3 5.7 0.0 0.0 +1.20D+L+1.60S 1 3.80 14.00 1.86 1.86 13.19 0.16 5.68 Vu < PhiVc/2Not Reqd 9.6.3 5.7 0.0 0.0 +1.20D+L+1.60S 1 3.93 14.00 1.75 1.75 13.43 0.15 5.66 Vu < PhiVc/2Not Reqd 9.6.3 5.7 0.0 0.0 +1.20D+L+1.60S 1 4.07 14.00 1.64 1.64 13.65 0.14 5.65 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 4.20 14.00 1.53 1.53 13.86 0.13 5.64 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 4.33 14.00 1.42 1.42 14.05 0.12 5.62 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 4.46 14.00 1.30 1.30 14.23 0.11 5.61 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 4.59 14.00 1.19 1.19 14.39 0.10 5.60 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 4.72 14.00 1.08 1.08 14.54 0.09 5.59 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 4.85 14.00 0.97 0.97 14.68 0.08 5.58 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 4.98 14.00 0.86 0.86 14.80 0.07 5.57 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 5.11 14.00 0.75 0.75 14.90 0.06 5.55 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 5.25 14.00 0.64 0.64 14.99 0.05 5.54 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+L+1.60S 1 5.38 14.00 0.53 0.53 15.07 0.04 5.53 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+L+1.60S 1 5.51 14.00 0.42 0.42 15.13 0.03 5.52 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+L+1.60S 1 5.64 14.00 0.31 0.31 15.18 0.02 5.51 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+L+1.60S 1 5.77 14.00 0.19 0.19 15.21 0.01 5.50 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+L+1.60S 1 5.90 14.00 0.08 0.08 15.23 0.01 5.49 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+L+1.60S 1 6.03 14.00 -0.03 0.03 15.23 0.00 5.49 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+L+1.60S 1 6.16 14.00 -0.14 0.14 15.22 0.01 5.50 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.013 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 12FT MAX NON-BEARING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+L+1.60S 1 6.30 14.00 -0.25 0.25 15.20 0.02 5.51 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+L+1.60S 1 6.43 14.00 -0.36 0.36 15.16 0.03 5.52 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+L+1.60S 1 6.56 14.00 -0.47 0.47 15.10 0.04 5.53 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+L+1.60S 1 6.69 14.00 -0.58 0.58 15.03 0.05 5.54 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+L+1.60S 1 6.82 14.00 -0.69 0.69 14.95 0.05 5.55 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+L+1.60S 1 6.95 14.00 -0.80 0.80 14.85 0.06 5.56 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 7.08 14.00 -0.92 0.92 14.74 0.07 5.57 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 7.21 14.00 -1.03 1.03 14.61 0.08 5.58 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 7.34 14.00 -1.14 1.14 14.47 0.09 5.59 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 7.48 14.00 -1.25 1.25 14.31 0.10 5.60 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 7.61 14.00 -1.36 1.36 14.14 0.11 5.62 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 7.74 14.00 -1.47 1.47 13.96 0.12 5.63 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 7.87 14.00 -1.58 1.58 13.76 0.13 5.64 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+L+1.60S 1 8.00 14.00 -1.69 1.69 13.54 0.15 5.66 Vu < PhiVc/2Not Reqd 9.6.3 5.7 0.0 0.0 +1.20D+L+1.60S 1 8.13 14.00 -1.80 1.80 13.31 0.16 5.67 Vu < PhiVc/2Not Reqd 9.6.3 5.7 0.0 0.0 +1.20D+L+1.60S 1 8.26 14.00 -1.91 1.91 13.07 0.17 5.68 Vu < PhiVc/2Not Reqd 9.6.3 5.7 0.0 0.0 +1.20D+L+1.60S 1 8.39 14.00 -2.03 2.03 12.81 0.18 5.70 Vu < PhiVc/2Not Reqd 9.6.3 5.7 0.0 0.0 +1.20D+L+1.60S 1 8.52 14.00 -2.14 2.14 12.54 0.20 5.72 Vu < PhiVc/2Not Reqd 9.6.3 5.7 0.0 0.0 +1.20D+L+1.60S 1 8.66 14.00 -2.25 2.25 12.25 0.21 5.74 Vu < PhiVc/2Not Reqd 9.6.3 5.7 0.0 0.0 +1.20D+L+1.60S 1 8.79 14.00 -2.36 2.36 11.95 0.23 5.75 Vu < PhiVc/2Not Reqd 9.6.3 5.8 0.0 0.0 +1.20D+L+1.60S 1 8.92 14.00 -2.47 2.47 11.63 0.25 5.77 Vu < PhiVc/2Not Reqd 9.6.3 5.8 0.0 0.0 +1.20D+L+1.60S 1 9.05 14.00 -2.58 2.58 11.30 0.27 5.80 Vu < PhiVc/2Not Reqd 9.6.3 5.8 0.0 0.0 +1.20D+L+1.60S 1 9.18 14.00 -2.69 2.69 10.95 0.29 5.82 Vu < PhiVc/2Not Reqd 9.6.3 5.8 0.0 0.0 +1.20D+L+1.60S 1 9.31 14.00 -2.80 2.80 10.59 0.31 5.85 Vu < PhiVc/2Not Reqd 9.6.3 5.8 0.0 0.0 +1.20D+L+1.60S 1 9.44 14.00 -2.91 2.91 10.22 0.33 5.87 Vu < PhiVc/2Not Reqd 9.6.3 5.9 0.0 0.0 +1.20D+L+1.60S 1 9.57 14.00 -3.02 3.02 9.83 0.36 5.90 PhiVc/2 < Vu <=Min 9.6.3.1 19.1 7.0 7.0 +1.20D+L+1.60S 1 9.70 14.00 -3.14 3.14 9.43 0.39 5.94 PhiVc/2 < Vu <=Min 9.6.3.1 19.1 7.0 7.0 +1.20D+L+1.60S 1 9.84 14.00 -3.25 3.25 9.01 0.42 5.98 PhiVc/2 < Vu <=Min 9.6.3.1 19.2 7.0 7.0 +1.20D+L+1.60S 1 9.97 14.00 -3.36 3.36 8.57 0.46 6.02 PhiVc/2 < Vu <=Min 9.6.3.1 19.2 7.0 7.0 +1.20D+L+1.60S 1 10.10 14.00 -3.47 3.47 8.13 0.50 6.07 PhiVc/2 < Vu <=Min 9.6.3.1 19.3 7.0 7.0 +1.20D+L+1.60S 1 10.23 14.00 -3.58 3.58 7.66 0.54 6.12 PhiVc/2 < Vu <=Min 9.6.3.1 19.3 7.0 7.0 +1.20D+L+1.60S 1 10.36 14.00 -3.69 3.69 7.19 0.60 6.18 PhiVc/2 < Vu <=Min 9.6.3.1 19.4 7.0 7.0 +1.20D+L+1.60S 1 10.49 14.00 -3.80 3.80 6.70 0.66 6.26 PhiVc/2 < Vu <=Min 9.6.3.1 19.5 7.0 7.0 +1.20D+L+1.60S 1 10.62 14.00 -3.91 3.91 6.19 0.74 6.34 PhiVc/2 < Vu <=Min 9.6.3.1 19.5 7.0 7.0 +1.20D+L+1.60S 1 10.75 14.00 -4.02 4.02 5.67 0.83 6.45 PhiVc/2 < Vu <=Min 9.6.3.1 19.6 7.0 7.0 +1.20D+L+1.60S 1 10.89 14.00 -4.13 4.13 5.13 0.94 6.58 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 11.02 14.00 -4.25 4.25 4.59 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 11.15 14.00 -4.36 4.36 4.02 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 11.28 14.00 -4.47 4.47 3.44 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 11.41 14.00 -4.58 4.58 2.85 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 11.54 14.00 -4.69 4.69 2.24 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 11.67 14.00 -4.80 4.80 1.62 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 11.80 14.00 -4.91 4.91 0.98 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 +1.20D+L+1.60S 1 11.93 14.00 -5.02 5.02 0.33 1.00 6.65 PhiVc/2 < Vu <=Min 9.6.3.1 19.8 7.0 7.0 .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam MAXimum BENDING Envelope Span # 1 1 12.000 15.23 35.22 0.43 +1.40D Span # 1 1 12.000 6.64 35.22 0.19 +1.20D+0.50Lr+1.60L Span # 1 1 12.000 13.79 35.22 0.39 +1.20D+1.60L+0.50S Span # 1 1 12.000 14.47 35.22 0.41 +1.20D+1.60Lr+L Span # 1 1 12.000 13.07 35.22 0.37 +1.20D+1.60Lr Span # 1 1 12.000 8.57 35.22 0.24 14 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 12FT MAX NON-BEARING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam +1.20D+L+1.60S Span # 1 1 12.000 15.23 35.22 0.43 +1.20D+1.60S Span # 1 1 12.000 10.73 35.22 0.30 +1.20D+0.50Lr+L Span # 1 1 12.000 11.09 35.22 0.32 +1.20D+L+0.50S Span # 1 1 12.000 11.77 35.22 0.33 +0.90D Span # 1 1 12.000 4.27 35.22 0.12 +1.20D+L+0.20S Span # 1 1 12.000 10.82 35.22 0.31 . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections +D+0.750L+0.750S 1 0.0748 6.000 0.0000 0.000 15 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 10FT MAX Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0OLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ I .Cross Section & Reinforcing Details Rectangular Section, Width = 5.50 in, Height = 16.0 in Span #1 Reinforcing.... 3-#5 at 2.10 in from Bottom, from 0.0 to 10.0 ft in this span 3-#5 at 2.10 in from Top, from 0.0 to 10.0 ft in this span . Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.050, L = 0.1250, S = 0.0250 ksf, Tributary Width = 5.0 ft, (3RD FLR) Uniform Load : D = 0.050, L = 0.1250, S = 0.0250 ksf, Tributary Width = 5.0 ft, (2ND FLR) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.729 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 4.991 ft Mn * Phi : Allowable 51.193 k-ft Typical SectionSection used for this span Mu : Applied 37.298 k-ft Maximum Deflection 0 <240.0 869 Ratio =0 <180.0 Max Downward Transient Deflection 0.084 in 1430Ratio =>=240.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.138 in Ratio =>=180.0 Max Upward Total Deflection 0.000 in Lr Only L Only Span: 1 : +D+L Span: 1 : +D+L . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Overall MAXimum 9.568 9.568 Overall MINimum 0.500 0.500 D Only 3.318 3.318 +D+L 9.568 9.568 +D+Lr 3.818 3.818 16 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 10FT MAX Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 +D+S 5.193 5.193 +D+0.750Lr+0.750L 8.381 8.381 +D+0.750L+0.750S 9.412 9.412 +0.60D 1.991 1.991 Lr Only 0.500 0.500 L Only 6.250 6.250 S Only 1.875 1.875 .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+1.60L+0.50S 1 0.00 13.90 14.92 14.92 0.00 1.00 7.19 PhiVc < Vu 7.728 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 0.11 13.90 14.59 14.59 1.61 1.00 7.19 PhiVc < Vu 7.402 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 0.22 13.90 14.27 14.27 3.19 1.00 7.19 PhiVc < Vu 7.076 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 0.33 13.90 13.94 13.94 4.73 1.00 7.19 PhiVc < Vu 6.750 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 0.44 13.90 13.61 13.61 6.24 1.00 7.19 PhiVc < Vu 6.424 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 0.55 13.90 13.29 13.29 7.71 1.00 7.19 PhiVc < Vu 6.098 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 0.66 13.90 12.96 12.96 9.14 1.00 7.19 PhiVc < Vu 5.772 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 0.77 13.90 12.64 12.64 10.54 1.00 7.19 PhiVc < Vu 5.446 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 0.87 13.90 12.31 12.31 11.90 1.00 7.19 PhiVc < Vu 5.120 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 0.98 13.90 11.98 11.98 13.23 1.00 7.19 PhiVc < Vu 4.793 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 1.09 13.90 11.66 11.66 14.52 0.93 7.07 PhiVc < Vu 4.590 22.4 7.0 6.0 +1.20D+1.60L+0.50S 1 1.20 13.90 11.33 11.33 15.78 0.83 6.90 PhiVc < Vu 4.434 22.2 7.0 6.0 +1.20D+1.60L+0.50S 1 1.31 13.90 11.01 11.01 17.00 0.75 6.75 PhiVc < Vu 4.251 22.0 7.0 6.0 +1.20D+1.60L+0.50S 1 1.42 13.90 10.68 10.68 18.19 0.68 6.63 PhiVc < Vu 4.047 21.9 7.0 6.0 +1.20D+1.60L+0.50S 1 1.53 13.90 10.35 10.35 19.33 0.62 6.53 PhiVc < Vu 3.825 21.8 7.0 6.0 +1.20D+1.60L+0.50S 1 1.64 13.90 10.03 10.03 20.45 0.57 6.44 PhiVc < Vu 3.590 21.7 7.0 6.0 +1.20D+1.60L+0.50S 1 1.75 13.90 9.70 9.70 21.53 0.52 6.36 PhiVc < Vu 3.344 21.6 7.0 6.0 +1.20D+1.60L+0.50S 1 1.86 13.90 9.38 9.38 22.57 0.48 6.29 PhiVc < Vu 3.089 21.6 7.0 6.0 +1.20D+1.60L+0.50S 1 1.97 13.90 9.05 9.05 23.58 0.44 6.22 PhiVc < Vu 2.827 21.5 7.0 6.0 +1.20D+1.60L+0.50S 1 2.08 13.90 8.72 8.72 24.55 0.41 6.16 PhiVc < Vu 2.558 21.5 7.0 6.0 +1.20D+1.60L+0.50S 1 2.19 13.90 8.40 8.40 25.48 0.38 6.11 PhiVc < Vu 2.284 21.4 7.0 6.0 +1.20D+1.60L+0.50S 1 2.30 13.90 8.07 8.07 26.38 0.35 6.06 PhiVc < Vu 2.006 21.4 7.0 6.0 +1.20D+1.60L+0.50S 1 2.40 13.90 7.74 7.74 27.25 0.33 6.02 PhiVc < Vu 1.724 21.3 7.0 6.0 +1.20D+1.60L+0.50S 1 2.51 13.90 7.42 7.42 28.08 0.31 5.98 PhiVc < Vu 1.438 21.3 7.0 6.0 +1.20D+1.60L+0.50S 1 2.62 13.90 7.09 7.09 28.87 0.28 5.94 PhiVc < Vu 1.149 21.2 7.0 6.0 +1.20D+1.60L+0.50S 1 2.73 13.90 6.77 6.77 29.63 0.26 5.91 PhiVc < Vu 0.8582 21.2 7.0 6.0 +1.20D+1.60L+0.50S 1 2.84 13.90 6.44 6.44 30.35 0.25 5.88 PhiVc < Vu 0.5648 21.2 7.0 6.0 +1.20D+1.60L+0.50S 1 2.95 13.90 6.11 6.11 31.03 0.23 5.85 PhiVc < Vu 0.2694 21.1 7.0 6.0 +1.20D+1.60L+0.50S 1 3.06 13.90 5.79 5.79 31.68 0.21 5.82 PhiVc/2 < Vu <=Min 9.6.3.1 21.1 7.0 6.0 +1.20D+1.60L+0.50S 1 3.17 13.90 5.46 5.46 32.30 0.20 5.79 PhiVc/2 < Vu <=Min 9.6.3.1 21.1 7.0 6.0 +1.20D+1.60L+0.50S 1 3.28 13.90 5.14 5.14 32.88 0.18 5.76 PhiVc/2 < Vu <=Min 9.6.3.1 21.1 7.0 6.0 +1.20D+1.60L+0.50S 1 3.39 13.90 4.81 4.81 33.42 0.17 5.74 PhiVc/2 < Vu <=Min 9.6.3.1 21.0 7.0 6.0 +1.20D+1.60L+0.50S 1 3.50 13.90 4.48 4.48 33.93 0.15 5.71 PhiVc/2 < Vu <=Min 9.6.3.1 21.0 7.0 6.0 +1.20D+1.60L+0.50S 1 3.61 13.90 4.16 4.16 34.40 0.14 5.69 PhiVc/2 < Vu <=Min 9.6.3.1 21.0 7.0 6.0 +1.20D+1.60L+0.50S 1 3.72 13.90 3.83 3.83 34.84 0.13 5.67 PhiVc/2 < Vu <=Min 9.6.3.1 21.0 7.0 6.0 +1.20D+1.60L+0.50S 1 3.83 13.90 3.51 3.51 35.24 0.12 5.65 PhiVc/2 < Vu <=Min 9.6.3.1 20.9 7.0 6.0 +1.20D+1.60L+0.50S 1 3.93 13.90 3.18 3.18 35.60 0.10 5.63 PhiVc/2 < Vu <=Min 9.6.3.1 20.9 7.0 6.0 +1.20D+1.60L+0.50S 1 4.04 13.90 2.85 2.85 35.93 0.09 5.61 PhiVc/2 < Vu <=Min 9.6.3.1 20.9 7.0 6.0 +1.20D+1.60L+0.50S 1 4.15 13.90 2.53 2.53 36.23 0.08 5.59 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 4.26 13.90 2.20 2.20 36.49 0.07 5.57 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 4.37 13.90 1.88 1.88 36.71 0.06 5.55 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 4.48 13.90 1.55 1.55 36.90 0.05 5.53 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 4.59 13.90 1.22 1.22 37.05 0.04 5.51 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 4.70 13.90 0.90 0.90 37.16 0.03 5.50 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 4.81 13.90 0.57 0.57 37.24 0.02 5.48 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 4.92 13.90 0.24 0.24 37.29 0.01 5.46 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 5.03 13.90 -0.08 0.08 37.30 0.00 5.45 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 5.14 13.90 -0.41 0.41 37.27 0.01 5.47 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.017 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 10FT MAX Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+1.60L+0.50S 1 5.25 13.90 -0.73 0.73 37.21 0.02 5.49 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 5.36 13.90 -1.06 1.06 37.11 0.03 5.50 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 5.46 13.90 -1.39 1.39 36.98 0.04 5.52 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 5.57 13.90 -1.71 1.71 36.81 0.05 5.54 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 5.68 13.90 -2.04 2.04 36.60 0.06 5.56 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 5.79 13.90 -2.36 2.36 36.36 0.08 5.58 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 5.90 13.90 -2.69 2.69 36.09 0.09 5.60 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 6.01 13.90 -3.02 3.02 35.77 0.10 5.62 PhiVc/2 < Vu <=Min 9.6.3.1 20.9 7.0 6.0 +1.20D+1.60L+0.50S 1 6.12 13.90 -3.34 3.34 35.43 0.11 5.64 PhiVc/2 < Vu <=Min 9.6.3.1 20.9 7.0 6.0 +1.20D+1.60L+0.50S 1 6.23 13.90 -3.67 3.67 35.04 0.12 5.66 PhiVc/2 < Vu <=Min 9.6.3.1 20.9 7.0 6.0 +1.20D+1.60L+0.50S 1 6.34 13.90 -3.99 3.99 34.62 0.13 5.68 PhiVc/2 < Vu <=Min 9.6.3.1 21.0 7.0 6.0 +1.20D+1.60L+0.50S 1 6.45 13.90 -4.32 4.32 34.17 0.15 5.70 PhiVc/2 < Vu <=Min 9.6.3.1 21.0 7.0 6.0 +1.20D+1.60L+0.50S 1 6.56 13.90 -4.65 4.65 33.68 0.16 5.73 PhiVc/2 < Vu <=Min 9.6.3.1 21.0 7.0 6.0 +1.20D+1.60L+0.50S 1 6.67 13.90 -4.97 4.97 33.15 0.17 5.75 PhiVc/2 < Vu <=Min 9.6.3.1 21.0 7.0 6.0 +1.20D+1.60L+0.50S 1 6.78 13.90 -5.30 5.30 32.59 0.19 5.78 PhiVc/2 < Vu <=Min 9.6.3.1 21.1 7.0 6.0 +1.20D+1.60L+0.50S 1 6.89 13.90 -5.63 5.63 32.00 0.20 5.80 PhiVc/2 < Vu <=Min 9.6.3.1 21.1 7.0 6.0 +1.20D+1.60L+0.50S 1 6.99 13.90 -5.95 5.95 31.36 0.22 5.83 PhiVc < Vu 0.1210 21.1 7.0 6.0 +1.20D+1.60L+0.50S 1 7.10 13.90 -6.28 6.28 30.69 0.24 5.86 PhiVc < Vu 0.4173 21.2 7.0 6.0 +1.20D+1.60L+0.50S 1 7.21 13.90 -6.60 6.60 29.99 0.26 5.89 PhiVc < Vu 0.7118 21.2 7.0 6.0 +1.20D+1.60L+0.50S 1 7.32 13.90 -6.93 6.93 29.25 0.27 5.93 PhiVc < Vu 1.004 21.2 7.0 6.0 +1.20D+1.60L+0.50S 1 7.43 13.90 -7.26 7.26 28.48 0.30 5.96 PhiVc < Vu 1.294 21.3 7.0 6.0 +1.20D+1.60L+0.50S 1 7.54 13.90 -7.58 7.58 27.67 0.32 6.00 PhiVc < Vu 1.581 21.3 7.0 6.0 +1.20D+1.60L+0.50S 1 7.65 13.90 -7.91 7.91 26.82 0.34 6.04 PhiVc < Vu 1.865 21.3 7.0 6.0 +1.20D+1.60L+0.50S 1 7.76 13.90 -8.23 8.23 25.94 0.37 6.09 PhiVc < Vu 2.146 21.4 7.0 6.0 +1.20D+1.60L+0.50S 1 7.87 13.90 -8.56 8.56 25.02 0.40 6.14 PhiVc < Vu 2.422 21.4 7.0 6.0 +1.20D+1.60L+0.50S 1 7.98 13.90 -8.89 8.89 24.07 0.43 6.19 PhiVc < Vu 2.693 21.5 7.0 6.0 +1.20D+1.60L+0.50S 1 8.09 13.90 -9.21 9.21 23.08 0.46 6.25 PhiVc < Vu 2.959 21.5 7.0 6.0 +1.20D+1.60L+0.50S 1 8.20 13.90 -9.54 9.54 22.05 0.50 6.32 PhiVc < Vu 3.218 21.6 7.0 6.0 +1.20D+1.60L+0.50S 1 8.31 13.90 -9.86 9.86 20.99 0.54 6.40 PhiVc < Vu 3.468 21.7 7.0 6.0 +1.20D+1.60L+0.50S 1 8.42 13.90 -10.19 10.19 19.90 0.59 6.48 PhiVc < Vu 3.709 21.8 7.0 6.0 +1.20D+1.60L+0.50S 1 8.52 13.90 -10.52 10.52 18.76 0.65 6.58 PhiVc < Vu 3.938 21.9 7.0 6.0 +1.20D+1.60L+0.50S 1 8.63 13.90 -10.84 10.84 17.60 0.71 6.69 PhiVc < Vu 4.151 22.0 7.0 6.0 +1.20D+1.60L+0.50S 1 8.74 13.90 -11.17 11.17 16.39 0.79 6.82 PhiVc < Vu 4.346 22.1 7.0 6.0 +1.20D+1.60L+0.50S 1 8.85 13.90 -11.50 11.50 15.16 0.88 6.98 PhiVc < Vu 4.516 22.3 7.0 6.0 +1.20D+1.60L+0.50S 1 8.96 13.90 -11.82 11.82 13.88 0.99 7.17 PhiVc < Vu 4.654 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 9.07 13.90 -12.15 12.15 12.57 1.00 7.19 PhiVc < Vu 4.956 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 9.18 13.90 -12.47 12.47 11.23 1.00 7.19 PhiVc < Vu 5.283 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 9.29 13.90 -12.80 12.80 9.85 1.00 7.19 PhiVc < Vu 5.609 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 9.40 13.90 -13.13 13.13 8.43 1.00 7.19 PhiVc < Vu 5.935 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 9.51 13.90 -13.45 13.45 6.98 1.00 7.19 PhiVc < Vu 6.261 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 9.62 13.90 -13.78 13.78 5.49 1.00 7.19 PhiVc < Vu 6.587 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 9.73 13.90 -14.10 14.10 3.96 1.00 7.19 PhiVc < Vu 6.913 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 9.84 13.90 -14.43 14.43 2.41 1.00 7.19 PhiVc < Vu 7.239 22.5 7.0 6.0 +1.20D+1.60L+0.50S 1 9.95 13.90 -14.76 14.76 0.81 1.00 7.19 PhiVc < Vu 7.565 22.5 7.0 6.0 .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam MAXimum BENDING Envelope Span # 1 1 10.000 37.30 51.19 0.73 +1.40D Span # 1 1 10.000 11.61 51.19 0.23 +1.20D+0.50Lr+1.60L Span # 1 1 10.000 35.58 51.19 0.69 +1.20D+1.60L+0.50S Span # 1 1 10.000 37.30 51.19 0.73 +1.20D+1.60Lr+L Span # 1 1 10.000 27.58 51.19 0.54 +1.20D+1.60Lr Span # 1 1 10.000 11.95 51.19 0.23 18 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 10FT MAX Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam +1.20D+L+1.60S Span # 1 1 10.000 33.08 51.19 0.65 +1.20D+1.60S Span # 1 1 10.000 17.45 51.19 0.34 +1.20D+0.50Lr+L Span # 1 1 10.000 26.20 51.19 0.51 +1.20D+L+0.50S Span # 1 1 10.000 27.92 51.19 0.55 +0.90D Span # 1 1 10.000 7.47 51.19 0.15 +1.20D+L+0.20S Span # 1 1 10.000 26.52 51.19 0.52 . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections +D+L 1 0.1380 5.000 0.0000 0.000 19 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 11FT MAX Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0OLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ I .Cross Section & Reinforcing Details Rectangular Section, Width = 5.50 in, Height = 16.0 in Span #1 Reinforcing.... 3-#5 at 2.0 in from Bottom, from 0.0 to 11.0 ft in this span 3-#5 at 2.0 in from Top, from 0.0 to 11.0 ft in this span . Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.050, L = 0.1250, S = 0.0250 ksf, Tributary Width = 5.0 ft, (3RD FLR) Uniform Load : D = 0.050, L = 0.1250, S = 0.0250 ksf, Tributary Width = 5.0 ft, (2ND FLR) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.871 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 5.510 ft Mn * Phi : Allowable 51.841 k-ft Typical SectionSection used for this span Mu : Applied 45.130 k-ft Maximum Deflection 0 <240.0 658 Ratio =0 <180.0 Max Downward Transient Deflection 0.126 in 1048Ratio =>=240.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.200 in Ratio =>=180.0 Max Upward Total Deflection 0.000 in Lr Only L Only Span: 1 : +D+L Span: 1 : +D+L . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Overall MAXimum 10.525 10.525 Overall MINimum 0.550 0.550 D Only 3.650 3.650 +D+L 10.525 10.525 +D+Lr 4.200 4.200 20 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 11FT MAX Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 +D+S 5.712 5.712 +D+0.750Lr+0.750L 9.219 9.219 +D+0.750L+0.750S 10.353 10.353 +0.60D 2.190 2.190 Lr Only 0.550 0.550 L Only 6.875 6.875 S Only 2.063 2.063 .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+1.60L+0.50S 1 0.00 14.00 16.41 16.41 0.00 1.00 7.23 PhiVc < Vu 9.181 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 0.12 14.00 16.05 16.05 1.95 1.00 7.23 PhiVc < Vu 8.822 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 0.24 14.00 15.69 15.69 3.86 1.00 7.23 PhiVc < Vu 8.464 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 0.36 14.00 15.33 15.33 5.72 1.00 7.23 PhiVc < Vu 8.105 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 0.48 14.00 14.98 14.98 7.55 1.00 7.23 PhiVc < Vu 7.746 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 0.60 14.00 14.62 14.62 9.33 1.00 7.23 PhiVc < Vu 7.388 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 0.72 14.00 14.26 14.26 11.06 1.00 7.23 PhiVc < Vu 7.029 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 0.84 14.00 13.90 13.90 12.75 1.00 7.23 PhiVc < Vu 6.670 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 0.96 14.00 13.54 13.54 14.40 1.00 7.23 PhiVc < Vu 6.311 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 1.08 14.00 13.18 13.18 16.01 0.96 7.16 PhiVc < Vu 6.021 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 1.20 14.00 12.82 12.82 17.57 0.85 6.97 PhiVc < Vu 5.853 20.2 7.0 7.0 +1.20D+1.60L+0.50S 1 1.32 14.00 12.47 12.47 19.09 0.76 6.81 PhiVc < Vu 5.651 20.0 7.0 7.0 +1.20D+1.60L+0.50S 1 1.44 14.00 12.11 12.11 20.57 0.69 6.68 PhiVc < Vu 5.423 19.9 7.0 7.0 +1.20D+1.60L+0.50S 1 1.56 14.00 11.75 11.75 22.00 0.62 6.57 PhiVc < Vu 5.175 19.8 7.0 7.0 +1.20D+1.60L+0.50S 1 1.68 14.00 11.39 11.39 23.39 0.57 6.48 PhiVc < Vu 4.912 19.7 7.0 7.0 +1.20D+1.60L+0.50S 1 1.80 14.00 11.03 11.03 24.74 0.52 6.39 PhiVc < Vu 4.637 19.6 7.0 7.0 +1.20D+1.60L+0.50S 1 1.92 14.00 10.67 10.67 26.05 0.48 6.32 PhiVc < Vu 4.352 19.5 7.0 7.0 +1.20D+1.60L+0.50S 1 2.04 14.00 10.31 10.31 27.31 0.44 6.25 PhiVc < Vu 4.058 19.5 7.0 7.0 +1.20D+1.60L+0.50S 1 2.16 14.00 9.95 9.95 28.53 0.41 6.20 PhiVc < Vu 3.758 19.4 7.0 7.0 +1.20D+1.60L+0.50S 1 2.28 14.00 9.60 9.60 29.70 0.38 6.14 PhiVc < Vu 3.452 19.3 7.0 7.0 +1.20D+1.60L+0.50S 1 2.40 14.00 9.24 9.24 30.83 0.35 6.10 PhiVc < Vu 3.141 19.3 7.0 7.0 +1.20D+1.60L+0.50S 1 2.52 14.00 8.88 8.88 31.92 0.32 6.05 PhiVc < Vu 2.826 19.3 7.0 7.0 +1.20D+1.60L+0.50S 1 2.64 14.00 8.52 8.52 32.97 0.30 6.01 PhiVc < Vu 2.507 19.2 7.0 7.0 +1.20D+1.60L+0.50S 1 2.77 14.00 8.16 8.16 33.97 0.28 5.97 PhiVc < Vu 2.186 19.2 7.0 7.0 +1.20D+1.60L+0.50S 1 2.89 14.00 7.80 7.80 34.93 0.26 5.94 PhiVc < Vu 1.861 19.1 7.0 7.0 +1.20D+1.60L+0.50S 1 3.01 14.00 7.44 7.44 35.85 0.24 5.91 PhiVc < Vu 1.535 19.1 7.0 7.0 +1.20D+1.60L+0.50S 1 3.13 14.00 7.08 7.08 36.72 0.23 5.88 PhiVc < Vu 1.206 19.1 7.0 7.0 +1.20D+1.60L+0.50S 1 3.25 14.00 6.73 6.73 37.55 0.21 5.85 PhiVc < Vu 0.8752 19.1 7.0 7.0 +1.20D+1.60L+0.50S 1 3.37 14.00 6.37 6.37 38.34 0.19 5.82 PhiVc < Vu 0.5430 19.0 7.0 7.0 +1.20D+1.60L+0.50S 1 3.49 14.00 6.01 6.01 39.08 0.18 5.80 PhiVc < Vu 0.2094 19.0 7.0 7.0 +1.20D+1.60L+0.50S 1 3.61 14.00 5.65 5.65 39.78 0.17 5.78 PhiVc/2 < Vu <=Min 9.6.3.1 19.0 7.0 7.0 +1.20D+1.60L+0.50S 1 3.73 14.00 5.29 5.29 40.44 0.15 5.75 PhiVc/2 < Vu <=Min 9.6.3.1 19.0 7.0 7.0 +1.20D+1.60L+0.50S 1 3.85 14.00 4.93 4.93 41.05 0.14 5.73 PhiVc/2 < Vu <=Min 9.6.3.1 18.9 7.0 7.0 +1.20D+1.60L+0.50S 1 3.97 14.00 4.57 4.57 41.63 0.13 5.71 PhiVc/2 < Vu <=Min 9.6.3.1 18.9 7.0 7.0 +1.20D+1.60L+0.50S 1 4.09 14.00 4.21 4.21 42.15 0.12 5.69 PhiVc/2 < Vu <=Min 9.6.3.1 18.9 7.0 7.0 +1.20D+1.60L+0.50S 1 4.21 14.00 3.86 3.86 42.64 0.11 5.67 PhiVc/2 < Vu <=Min 9.6.3.1 18.9 7.0 7.0 +1.20D+1.60L+0.50S 1 4.33 14.00 3.50 3.50 43.08 0.09 5.65 PhiVc/2 < Vu <=Min 9.6.3.1 18.9 7.0 7.0 +1.20D+1.60L+0.50S 1 4.45 14.00 3.14 3.14 43.48 0.08 5.63 PhiVc/2 < Vu <=Min 9.6.3.1 18.8 7.0 7.0 +1.20D+1.60L+0.50S 1 4.57 14.00 2.78 2.78 43.84 0.07 5.62 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 4.69 14.00 2.42 2.42 44.15 0.06 5.60 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 4.81 14.00 2.06 2.06 44.42 0.05 5.58 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 4.93 14.00 1.70 1.70 44.64 0.04 5.56 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 5.05 14.00 1.35 1.35 44.83 0.04 5.55 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 5.17 14.00 0.99 0.99 44.97 0.03 5.53 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 5.29 14.00 0.63 0.63 45.06 0.02 5.51 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 5.41 14.00 0.27 0.27 45.12 0.01 5.50 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 5.53 14.00 -0.09 0.09 45.13 0.00 5.49 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 5.65 14.00 -0.45 0.45 45.10 0.01 5.51 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.021 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 11FT MAX Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+1.60L+0.50S 1 5.77 14.00 -0.81 0.81 45.02 0.02 5.52 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 5.89 14.00 -1.17 1.17 44.90 0.03 5.54 Vu < PhiVc/2Not Reqd 9.6.3 5.5 0.0 0.0 +1.20D+1.60L+0.50S 1 6.01 14.00 -1.52 1.52 44.74 0.04 5.56 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 6.13 14.00 -1.88 1.88 44.54 0.05 5.57 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 6.25 14.00 -2.24 2.24 44.29 0.06 5.59 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 6.37 14.00 -2.60 2.60 44.00 0.07 5.61 Vu < PhiVc/2Not Reqd 9.6.3 5.6 0.0 0.0 +1.20D+1.60L+0.50S 1 6.49 14.00 -2.96 2.96 43.66 0.08 5.62 PhiVc/2 < Vu <=Min 9.6.3.1 18.8 7.0 7.0 +1.20D+1.60L+0.50S 1 6.61 14.00 -3.32 3.32 43.29 0.09 5.64 PhiVc/2 < Vu <=Min 9.6.3.1 18.8 7.0 7.0 +1.20D+1.60L+0.50S 1 6.73 14.00 -3.68 3.68 42.87 0.10 5.66 PhiVc/2 < Vu <=Min 9.6.3.1 18.9 7.0 7.0 +1.20D+1.60L+0.50S 1 6.85 14.00 -4.04 4.04 42.40 0.11 5.68 PhiVc/2 < Vu <=Min 9.6.3.1 18.9 7.0 7.0 +1.20D+1.60L+0.50S 1 6.97 14.00 -4.39 4.39 41.89 0.12 5.70 PhiVc/2 < Vu <=Min 9.6.3.1 18.9 7.0 7.0 +1.20D+1.60L+0.50S 1 7.09 14.00 -4.75 4.75 41.35 0.13 5.72 PhiVc/2 < Vu <=Min 9.6.3.1 18.9 7.0 7.0 +1.20D+1.60L+0.50S 1 7.21 14.00 -5.11 5.11 40.75 0.15 5.74 PhiVc/2 < Vu <=Min 9.6.3.1 18.9 7.0 7.0 +1.20D+1.60L+0.50S 1 7.33 14.00 -5.47 5.47 40.12 0.16 5.76 PhiVc/2 < Vu <=Min 9.6.3.1 19.0 7.0 7.0 +1.20D+1.60L+0.50S 1 7.45 14.00 -5.83 5.83 39.44 0.17 5.79 PhiVc < Vu 0.04213 19.0 7.0 7.0 +1.20D+1.60L+0.50S 1 7.57 14.00 -6.19 6.19 38.71 0.19 5.81 PhiVc < Vu 0.3764 19.0 7.0 7.0 +1.20D+1.60L+0.50S 1 7.69 14.00 -6.55 6.55 37.95 0.20 5.84 PhiVc < Vu 0.7093 19.0 7.0 7.0 +1.20D+1.60L+0.50S 1 7.81 14.00 -6.91 6.91 37.14 0.22 5.86 PhiVc < Vu 1.041 19.1 7.0 7.0 +1.20D+1.60L+0.50S 1 7.93 14.00 -7.26 7.26 36.29 0.23 5.89 PhiVc < Vu 1.370 19.1 7.0 7.0 +1.20D+1.60L+0.50S 1 8.05 14.00 -7.62 7.62 35.39 0.25 5.92 PhiVc < Vu 1.698 19.1 7.0 7.0 +1.20D+1.60L+0.50S 1 8.17 14.00 -7.98 7.98 34.46 0.27 5.96 PhiVc < Vu 2.024 19.2 7.0 7.0 +1.20D+1.60L+0.50S 1 8.30 14.00 -8.34 8.34 33.47 0.29 5.99 PhiVc < Vu 2.347 19.2 7.0 7.0 +1.20D+1.60L+0.50S 1 8.42 14.00 -8.70 8.70 32.45 0.31 6.03 PhiVc < Vu 2.667 19.2 7.0 7.0 +1.20D+1.60L+0.50S 1 8.54 14.00 -9.06 9.06 31.38 0.34 6.07 PhiVc < Vu 2.984 19.3 7.0 7.0 +1.20D+1.60L+0.50S 1 8.66 14.00 -9.42 9.42 30.27 0.36 6.12 PhiVc < Vu 3.297 19.3 7.0 7.0 +1.20D+1.60L+0.50S 1 8.78 14.00 -9.77 9.77 29.12 0.39 6.17 PhiVc < Vu 3.606 19.4 7.0 7.0 +1.20D+1.60L+0.50S 1 8.90 14.00 -10.13 10.13 27.92 0.42 6.22 PhiVc < Vu 3.909 19.4 7.0 7.0 +1.20D+1.60L+0.50S 1 9.02 14.00 -10.49 10.49 26.68 0.46 6.29 PhiVc < Vu 4.206 19.5 7.0 7.0 +1.20D+1.60L+0.50S 1 9.14 14.00 -10.85 10.85 25.40 0.50 6.36 PhiVc < Vu 4.496 19.6 7.0 7.0 +1.20D+1.60L+0.50S 1 9.26 14.00 -11.21 11.21 24.07 0.54 6.43 PhiVc < Vu 4.776 19.6 7.0 7.0 +1.20D+1.60L+0.50S 1 9.38 14.00 -11.57 11.57 22.70 0.59 6.52 PhiVc < Vu 5.046 19.7 7.0 7.0 +1.20D+1.60L+0.50S 1 9.50 14.00 -11.93 11.93 21.29 0.65 6.63 PhiVc < Vu 5.301 19.8 7.0 7.0 +1.20D+1.60L+0.50S 1 9.62 14.00 -12.29 12.29 19.84 0.72 6.75 PhiVc < Vu 5.540 19.9 7.0 7.0 +1.20D+1.60L+0.50S 1 9.74 14.00 -12.64 12.64 18.34 0.80 6.89 PhiVc < Vu 5.756 20.1 7.0 7.0 +1.20D+1.60L+0.50S 1 9.86 14.00 -13.00 13.00 16.80 0.90 7.06 PhiVc < Vu 5.942 20.3 7.0 7.0 +1.20D+1.60L+0.50S 1 9.98 14.00 -13.36 13.36 15.21 1.00 7.23 PhiVc < Vu 6.132 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 10.10 14.00 -13.72 13.72 13.58 1.00 7.23 PhiVc < Vu 6.491 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 10.22 14.00 -14.08 14.08 11.91 1.00 7.23 PhiVc < Vu 6.849 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 10.34 14.00 -14.44 14.44 10.20 1.00 7.23 PhiVc < Vu 7.208 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 10.46 14.00 -14.80 14.80 8.44 1.00 7.23 PhiVc < Vu 7.567 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 10.58 14.00 -15.16 15.16 6.64 1.00 7.23 PhiVc < Vu 7.926 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 10.70 14.00 -15.51 15.51 4.80 1.00 7.23 PhiVc < Vu 8.284 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 10.82 14.00 -15.87 15.87 2.91 1.00 7.23 PhiVc < Vu 8.643 20.4 7.0 7.0 +1.20D+1.60L+0.50S 1 10.94 14.00 -16.23 16.23 0.98 1.00 7.23 PhiVc < Vu 9.002 20.4 7.0 7.0 .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam MAXimum BENDING Envelope Span # 1 1 11.000 45.13 51.84 0.87 +1.40D Span # 1 1 11.000 14.05 51.84 0.27 +1.20D+0.50Lr+1.60L Span # 1 1 11.000 43.05 51.84 0.83 +1.20D+1.60L+0.50S Span # 1 1 11.000 45.13 51.84 0.87 +1.20D+1.60Lr+L Span # 1 1 11.000 33.37 51.84 0.64 +1.20D+1.60Lr Span # 1 1 11.000 14.46 51.84 0.28 22 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 11FT MAX Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam +1.20D+L+1.60S Span # 1 1 11.000 40.03 51.84 0.77 +1.20D+1.60S Span # 1 1 11.000 21.12 51.84 0.41 +1.20D+0.50Lr+L Span # 1 1 11.000 31.71 51.84 0.61 +1.20D+L+0.50S Span # 1 1 11.000 33.79 51.84 0.65 +0.90D Span # 1 1 11.000 9.03 51.84 0.17 +1.20D+L+0.20S Span # 1 1 11.000 32.09 51.84 0.62 . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections +D+L 1 0.2004 5.500 0.0000 0.000 23 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 4FT MAX BEARING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0OLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ I .Cross Section & Reinforcing Details Rectangular Section, Width = 5.50 in, Height = 12.0 in Span #1 Reinforcing.... 2-#5 at 2.0 in from Bottom, from 0.0 to 4.0 ft in this span . Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.050, L = 0.1250 ksf, Tributary Width = 5.0 ft, (3RD FLR) Uniform Load : D = 0.050, L = 0.1250 ksf, Tributary Width = 5.0 ft, (2ND FLR) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.241 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 2.004 ft Mn * Phi : Allowable 23.460 k-ft Typical SectionSection used for this span Mu : Applied 5.664 k-ft Maximum Deflection 0 <240.0 10897 Ratio =0 <180.0 Max Downward Transient Deflection 0.003 in 16489Ratio =>=240.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.004 in Ratio =>=180.0 Max Upward Total Deflection 0.000 in Lr Only L Only Span: 1 : +D+L Span: 1 : +D+L . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Overall MAXimum 3.783 3.783 Overall MINimum 0.200 0.200 D Only 1.283 1.283 +D+L 3.783 3.783 +D+Lr 1.483 1.483 24 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 4FT MAX BEARING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 +D+S 1.533 1.533 +D+0.750Lr+0.750L 3.308 3.308 +D+0.750L+0.750S 3.345 3.345 +0.60D 0.770 0.770 Lr Only 0.200 0.200 L Only 2.500 2.500 S Only 0.250 0.250 .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+1.60L+0.50S 1 0.00 10.00 5.66 5.66 0.00 1.00 5.08 PhiVc < Vu 0.5833 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.04 10.00 5.54 5.54 0.24 1.00 5.08 PhiVc < Vu 0.4594 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.09 10.00 5.42 5.42 0.48 1.00 5.08 PhiVc < Vu 0.3356 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.13 10.00 5.29 5.29 0.72 1.00 5.08 PhiVc < Vu 0.2118 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.17 10.00 5.17 5.17 0.95 1.00 5.08 PhiVc < Vu 0.08799 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.22 10.00 5.05 5.05 1.17 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.26 10.00 4.92 4.92 1.39 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.31 10.00 4.80 4.80 1.60 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.35 10.00 4.67 4.67 1.81 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.39 10.00 4.55 4.55 2.01 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.44 10.00 4.43 4.43 2.21 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.48 10.00 4.30 4.30 2.40 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.52 10.00 4.18 4.18 2.58 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.57 10.00 4.05 4.05 2.76 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.61 10.00 3.93 3.93 2.94 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.66 10.00 3.81 3.81 3.11 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 0.70 10.00 3.68 3.68 3.27 0.94 5.01 PhiVc/2 < Vu <=Min 9.6.3.1 18.2 5.0 5.0 +1.20D+1.60L+0.50S 1 0.74 10.00 3.56 3.56 3.43 0.87 4.92 PhiVc/2 < Vu <=Min 9.6.3.1 18.1 5.0 5.0 +1.20D+1.60L+0.50S 1 0.79 10.00 3.44 3.44 3.58 0.80 4.85 PhiVc/2 < Vu <=Min 9.6.3.1 18.0 5.0 5.0 +1.20D+1.60L+0.50S 1 0.83 10.00 3.31 3.31 3.73 0.74 4.78 PhiVc/2 < Vu <=Min 9.6.3.1 18.0 5.0 5.0 +1.20D+1.60L+0.50S 1 0.87 10.00 3.19 3.19 3.87 0.69 4.72 PhiVc/2 < Vu <=Min 9.6.3.1 17.9 5.0 5.0 +1.20D+1.60L+0.50S 1 0.92 10.00 3.06 3.06 4.01 0.64 4.66 PhiVc/2 < Vu <=Min 9.6.3.1 17.9 5.0 5.0 +1.20D+1.60L+0.50S 1 0.96 10.00 2.94 2.94 4.14 0.59 4.61 PhiVc/2 < Vu <=Min 9.6.3.1 17.8 5.0 5.0 +1.20D+1.60L+0.50S 1 1.01 10.00 2.82 2.82 4.26 0.55 4.56 PhiVc/2 < Vu <=Min 9.6.3.1 17.8 5.0 5.0 +1.20D+1.60L+0.50S 1 1.05 10.00 2.69 2.69 4.38 0.51 4.51 PhiVc/2 < Vu <=Min 9.6.3.1 17.7 5.0 5.0 +1.20D+1.60L+0.50S 1 1.09 10.00 2.57 2.57 4.50 0.48 4.47 PhiVc/2 < Vu <=Min 9.6.3.1 17.7 5.0 5.0 +1.20D+1.60L+0.50S 1 1.14 10.00 2.45 2.45 4.61 0.44 4.43 PhiVc/2 < Vu <=Min 9.6.3.1 17.6 5.0 5.0 +1.20D+1.60L+0.50S 1 1.18 10.00 2.32 2.32 4.71 0.41 4.40 PhiVc/2 < Vu <=Min 9.6.3.1 17.6 5.0 5.0 +1.20D+1.60L+0.50S 1 1.22 10.00 2.20 2.20 4.81 0.38 4.36 PhiVc/2 < Vu <=Min 9.6.3.1 17.6 5.0 5.0 +1.20D+1.60L+0.50S 1 1.27 10.00 2.07 2.07 4.91 0.35 4.33 Vu < PhiVc/2Not Reqd 9.6.3 4.3 0.0 0.0 +1.20D+1.60L+0.50S 1 1.31 10.00 1.95 1.95 4.99 0.33 4.30 Vu < PhiVc/2Not Reqd 9.6.3 4.3 0.0 0.0 +1.20D+1.60L+0.50S 1 1.36 10.00 1.83 1.83 5.08 0.30 4.27 Vu < PhiVc/2Not Reqd 9.6.3 4.3 0.0 0.0 +1.20D+1.60L+0.50S 1 1.40 10.00 1.70 1.70 5.15 0.28 4.24 Vu < PhiVc/2Not Reqd 9.6.3 4.2 0.0 0.0 +1.20D+1.60L+0.50S 1 1.44 10.00 1.58 1.58 5.22 0.25 4.21 Vu < PhiVc/2Not Reqd 9.6.3 4.2 0.0 0.0 +1.20D+1.60L+0.50S 1 1.49 10.00 1.45 1.45 5.29 0.23 4.19 Vu < PhiVc/2Not Reqd 9.6.3 4.2 0.0 0.0 +1.20D+1.60L+0.50S 1 1.53 10.00 1.33 1.33 5.35 0.21 4.16 Vu < PhiVc/2Not Reqd 9.6.3 4.2 0.0 0.0 +1.20D+1.60L+0.50S 1 1.57 10.00 1.21 1.21 5.41 0.19 4.14 Vu < PhiVc/2Not Reqd 9.6.3 4.1 0.0 0.0 +1.20D+1.60L+0.50S 1 1.62 10.00 1.08 1.08 5.46 0.17 4.11 Vu < PhiVc/2Not Reqd 9.6.3 4.1 0.0 0.0 +1.20D+1.60L+0.50S 1 1.66 10.00 0.96 0.96 5.50 0.15 4.09 Vu < PhiVc/2Not Reqd 9.6.3 4.1 0.0 0.0 +1.20D+1.60L+0.50S 1 1.70 10.00 0.84 0.84 5.54 0.13 4.06 Vu < PhiVc/2Not Reqd 9.6.3 4.1 0.0 0.0 +1.20D+1.60L+0.50S 1 1.75 10.00 0.71 0.71 5.58 0.11 4.04 Vu < PhiVc/2Not Reqd 9.6.3 4.0 0.0 0.0 +1.20D+1.60L+0.50S 1 1.79 10.00 0.59 0.59 5.60 0.09 4.02 Vu < PhiVc/2Not Reqd 9.6.3 4.0 0.0 0.0 +1.20D+1.60L+0.50S 1 1.84 10.00 0.46 0.46 5.63 0.07 4.00 Vu < PhiVc/2Not Reqd 9.6.3 4.0 0.0 0.0 +1.20D+1.60L+0.50S 1 1.88 10.00 0.34 0.34 5.64 0.05 3.98 Vu < PhiVc/2Not Reqd 9.6.3 4.0 0.0 0.0 +1.20D+1.60L+0.50S 1 1.92 10.00 0.22 0.22 5.66 0.03 3.96 Vu < PhiVc/2Not Reqd 9.6.3 4.0 0.0 0.0 +1.20D+1.60L+0.50S 1 1.97 10.00 0.09 0.09 5.66 0.01 3.93 Vu < PhiVc/2Not Reqd 9.6.3 3.9 0.0 0.0 +1.20D+1.60L+0.50S 1 2.01 10.00 -0.03 0.03 5.66 0.00 3.92 Vu < PhiVc/2Not Reqd 9.6.3 3.9 0.0 0.0 +1.20D+1.60L+0.50S 1 2.05 10.00 -0.15 0.15 5.66 0.02 3.95 Vu < PhiVc/2Not Reqd 9.6.3 3.9 0.0 0.025 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 4FT MAX BEARING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+1.60L+0.50S 1 2.10 10.00 -0.28 0.28 5.65 0.04 3.97 Vu < PhiVc/2Not Reqd 9.6.3 4.0 0.0 0.0 +1.20D+1.60L+0.50S 1 2.14 10.00 -0.40 0.40 5.64 0.06 3.99 Vu < PhiVc/2Not Reqd 9.6.3 4.0 0.0 0.0 +1.20D+1.60L+0.50S 1 2.19 10.00 -0.53 0.53 5.62 0.08 4.01 Vu < PhiVc/2Not Reqd 9.6.3 4.0 0.0 0.0 +1.20D+1.60L+0.50S 1 2.23 10.00 -0.65 0.65 5.59 0.10 4.03 Vu < PhiVc/2Not Reqd 9.6.3 4.0 0.0 0.0 +1.20D+1.60L+0.50S 1 2.27 10.00 -0.77 0.77 5.56 0.12 4.05 Vu < PhiVc/2Not Reqd 9.6.3 4.1 0.0 0.0 +1.20D+1.60L+0.50S 1 2.32 10.00 -0.90 0.90 5.52 0.14 4.08 Vu < PhiVc/2Not Reqd 9.6.3 4.1 0.0 0.0 +1.20D+1.60L+0.50S 1 2.36 10.00 -1.02 1.02 5.48 0.16 4.10 Vu < PhiVc/2Not Reqd 9.6.3 4.1 0.0 0.0 +1.20D+1.60L+0.50S 1 2.40 10.00 -1.15 1.15 5.43 0.18 4.12 Vu < PhiVc/2Not Reqd 9.6.3 4.1 0.0 0.0 +1.20D+1.60L+0.50S 1 2.45 10.00 -1.27 1.27 5.38 0.20 4.15 Vu < PhiVc/2Not Reqd 9.6.3 4.1 0.0 0.0 +1.20D+1.60L+0.50S 1 2.49 10.00 -1.39 1.39 5.32 0.22 4.17 Vu < PhiVc/2Not Reqd 9.6.3 4.2 0.0 0.0 +1.20D+1.60L+0.50S 1 2.54 10.00 -1.52 1.52 5.26 0.24 4.20 Vu < PhiVc/2Not Reqd 9.6.3 4.2 0.0 0.0 +1.20D+1.60L+0.50S 1 2.58 10.00 -1.64 1.64 5.19 0.26 4.23 Vu < PhiVc/2Not Reqd 9.6.3 4.2 0.0 0.0 +1.20D+1.60L+0.50S 1 2.62 10.00 -1.76 1.76 5.11 0.29 4.25 Vu < PhiVc/2Not Reqd 9.6.3 4.3 0.0 0.0 +1.20D+1.60L+0.50S 1 2.67 10.00 -1.89 1.89 5.04 0.31 4.28 Vu < PhiVc/2Not Reqd 9.6.3 4.3 0.0 0.0 +1.20D+1.60L+0.50S 1 2.71 10.00 -2.01 2.01 4.95 0.34 4.31 Vu < PhiVc/2Not Reqd 9.6.3 4.3 0.0 0.0 +1.20D+1.60L+0.50S 1 2.75 10.00 -2.14 2.14 4.86 0.37 4.34 Vu < PhiVc/2Not Reqd 9.6.3 4.3 0.0 0.0 +1.20D+1.60L+0.50S 1 2.80 10.00 -2.26 2.26 4.76 0.40 4.38 PhiVc/2 < Vu <=Min 9.6.3.1 17.6 5.0 5.0 +1.20D+1.60L+0.50S 1 2.84 10.00 -2.38 2.38 4.66 0.43 4.41 PhiVc/2 < Vu <=Min 9.6.3.1 17.6 5.0 5.0 +1.20D+1.60L+0.50S 1 2.89 10.00 -2.51 2.51 4.55 0.46 4.45 PhiVc/2 < Vu <=Min 9.6.3.1 17.7 5.0 5.0 +1.20D+1.60L+0.50S 1 2.93 10.00 -2.63 2.63 4.44 0.49 4.49 PhiVc/2 < Vu <=Min 9.6.3.1 17.7 5.0 5.0 +1.20D+1.60L+0.50S 1 2.97 10.00 -2.75 2.75 4.32 0.53 4.54 PhiVc/2 < Vu <=Min 9.6.3.1 17.7 5.0 5.0 +1.20D+1.60L+0.50S 1 3.02 10.00 -2.88 2.88 4.20 0.57 4.58 PhiVc/2 < Vu <=Min 9.6.3.1 17.8 5.0 5.0 +1.20D+1.60L+0.50S 1 3.06 10.00 -3.00 3.00 4.07 0.61 4.63 PhiVc/2 < Vu <=Min 9.6.3.1 17.8 5.0 5.0 +1.20D+1.60L+0.50S 1 3.10 10.00 -3.13 3.13 3.94 0.66 4.69 PhiVc/2 < Vu <=Min 9.6.3.1 17.9 5.0 5.0 +1.20D+1.60L+0.50S 1 3.15 10.00 -3.25 3.25 3.80 0.71 4.75 PhiVc/2 < Vu <=Min 9.6.3.1 17.9 5.0 5.0 +1.20D+1.60L+0.50S 1 3.19 10.00 -3.37 3.37 3.65 0.77 4.81 PhiVc/2 < Vu <=Min 9.6.3.1 18.0 5.0 5.0 +1.20D+1.60L+0.50S 1 3.23 10.00 -3.50 3.50 3.50 0.83 4.89 PhiVc/2 < Vu <=Min 9.6.3.1 18.1 5.0 5.0 +1.20D+1.60L+0.50S 1 3.28 10.00 -3.62 3.62 3.35 0.90 4.97 PhiVc/2 < Vu <=Min 9.6.3.1 18.2 5.0 5.0 +1.20D+1.60L+0.50S 1 3.32 10.00 -3.75 3.75 3.19 0.98 5.06 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.37 10.00 -3.87 3.87 3.02 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.41 10.00 -3.99 3.99 2.85 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.45 10.00 -4.12 4.12 2.67 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.50 10.00 -4.24 4.24 2.49 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.54 10.00 -4.36 4.36 2.30 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.58 10.00 -4.49 4.49 2.11 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.63 10.00 -4.61 4.61 1.91 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.67 10.00 -4.74 4.74 1.70 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.72 10.00 -4.86 4.86 1.50 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.76 10.00 -4.98 4.98 1.28 1.00 5.08 PhiVc/2 < Vu <=Min 9.6.3.1 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.80 10.00 -5.11 5.11 1.06 1.00 5.08 PhiVc < Vu 0.02609 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.85 10.00 -5.23 5.23 0.83 1.00 5.08 PhiVc < Vu 0.1499 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.89 10.00 -5.35 5.35 0.60 1.00 5.08 PhiVc < Vu 0.2737 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.93 10.00 -5.48 5.48 0.37 1.00 5.08 PhiVc < Vu 0.3975 18.3 5.0 5.0 +1.20D+1.60L+0.50S 1 3.98 10.00 -5.60 5.60 0.12 1.00 5.08 PhiVc < Vu 0.5213 18.3 5.0 5.0 .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam MAXimum BENDING Envelope Span # 1 1 4.000 5.66 23.46 0.24 +1.40D Span # 1 1 4.000 1.80 23.46 0.08 +1.20D+0.50Lr+1.60L Span # 1 1 4.000 5.64 23.46 0.24 +1.20D+1.60L+0.50S Span # 1 1 4.000 5.66 23.46 0.24 +1.20D+1.60Lr+L Span # 1 1 4.000 4.36 23.46 0.19 +1.20D+1.60Lr Span # 1 1 4.000 1.86 23.46 0.08 26 Concrete Beam LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE HEADER - 4FT MAX BEARING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam +1.20D+L+1.60S Span # 1 1 4.000 4.44 23.46 0.19 +1.20D+1.60S Span # 1 1 4.000 1.94 23.46 0.08 +1.20D+0.50Lr+L Span # 1 1 4.000 4.14 23.46 0.18 +1.20D+L+0.50S Span # 1 1 4.000 4.16 23.46 0.18 +0.90D Span # 1 1 4.000 1.15 23.46 0.05 +1.20D+L+0.20S Span # 1 1 4.000 4.09 23.46 0.17 . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections +D+L 1 0.0044 2.000 0.0000 0.000 27 Concrete Slender Wall LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE TILT WALL Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14 Sec 11.8, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Min Allow Out-of-Plane Defl Ratio = L/0.0Rebar at wall center =Min allow As/bd 0.0020 Wall Thickness 5.5 in Bar Size 5# Bar Spacing 16.0 in =Width of Design Strip 12.0 in 1.0O Rebar "d" distance in2.750 Lower Level Rebar . . . Temp Diff across thickness deg F=2.5 ksi 60.0 ksi Fr : Rupture Modulus 250.0 psi 3,122.0 ksi Max Allow As/bd 0.01129 144.0 pcf= =Max Pu/Ag = f'c * = 0.060 Section 11.8.3 Using Stiff. Reduction Factor per ACI 318-14 =: Lt Wt Conc Factor = Ec : Concrete Elastic Modulus = = Concrete Density =f'c : Concrete 28 day strength Fy : Rebar Yield One-Story Wall Dimensions 12.5 B Roof Attachment A Floor Attachment B Parapet height ft= =Clear Height Top & Bottom Pinned A ft Wall Support Condition Vertical Loads 6.750 .6 1.3 .2 Vertical Uniform Loads . . .( Applied per foot of Strip Width) Ledger Load Concentric Load DL : Dead k/ft k/ft Lr : Roof Live Lf : Floor Live S : Snow W : Wind Eccentricity in Wind Loads :Seismic Loads : Lateral Loads 35 Fp = Wall Wt. *0.1484 =9.794 psf Full area WIND load psf Wall Weight Seismic Load Input Method :ASCE seismic factors entered SDS Value per ASCE 12.11.1 DSS * I =.371 28 Concrete Slender Wall LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE TILT WALL Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Actual Values . . .Allowable Values . . .Governing Load Combination . . . Axial Load Check +1.20D+L+0.50S+W ft6.042Location Max Pu / Ag 40.121 psi 0.06 * f'c 150.0 psi Reinforcing Limit Check Max Allow As/bd0.007045Actual As/bd 0.01129 Service Deflection Check W Only Actual Defl. Ratio L/Allowable Defl. Ratio3,046 150.0PASS PASS Max. Deflection 0.04924 in Max. Allow. Defl.1.0 in PASS Moment Capacity Check +0.90D+W Max Mu 0.6858 k-ft Phi * Mn 2.740 k-ft Maximum Bending Stress Ratio =0.2503PASS Top Horizontal W Only Base Horizontal W Only 0.2188 k Maximum Reactions . . .for Load Combination.... Results reported for "Strip Width" of 12.0 in 0.2188 k Vertical Reaction +D+L 2.725 k OK per ACI 318 Section 11.7 Moment Values 0.6 * Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in. 0.06*f'c*b*t Axial Load Load Combination Phi MnMu k Pu Mcr As RatioAs rho balin^2k-ftk k-ftk-ft Phi Bar 'd' 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00 0.00700.34 2.799.900 0.233 0.01131.248 0.901.26+1.20D+0.50W at 5.83 to 6.25 2.75 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00 0.00700.34 2.859.900 0.233 0.01131.568 0.901.26+1.20D+1.60S+0.50W at 5.83 to 6.25 2.75 0.00700.69 3.009.900 0.233 0.01132.548 0.901.26+1.20D+L+W at 5.83 to 6.25 2.75 0.00700.69 3.029.900 0.233 0.01132.648 0.901.26+1.20D+L+0.50S+W at 5.83 to 6.25 2.75 0.00700.69 2.749.900 0.233 0.01130.936 0.901.26+0.90D+W at 5.83 to 6.25 2.75 0.00700.19 3.019.900 0.233 0.01132.588 0.901.26+1.20D+L+0.20S+E at 5.83 to 6.25 2.75 0.00700.19 2.749.900 0.233 0.01130.936 0.901.26+0.90D+E at 5.83 to 6.25 2.75 Moment Values DeflectionsStiffness Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Load Combination I crackedMactualPuMcr Defl. Ratio in^4k-ft k-ft in^4 in^4 ink DeflectionI effectiveI gross 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 5,046.70.0300.41 11.811.040 124.781166.381.26+D+0.60W at 5.83 to 6.25 6,690.20.0220.31 12.402.015 124.781166.381.26+D+0.750L+0.450W at 5.83 to 6.25 6,684.30.0220.31 12.492.165 124.781166.381.26+D+0.750L+0.750S+0.450W at 5.83 to 6.25 5,058.80.0300.41 11.550.624 124.781166.381.26+0.60D+0.60W at 5.83 to 6.25 15,457.90.0100.13 11.811.040 124.781166.381.26+D+0.70E at 5.83 to 6.25 20,473.80.0070.10 12.492.165 124.781166.381.26+D+0.750L+0.750S+0.5250E at 5.83 to 6.25 15,494.90.0100.13 11.550.624 124.781166.381.26+0.60D+0.70E at 5.83 to 6.25 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 3,046.10.0490.68 11.150.000 124.781166.381.26W Only at 6.25 to 6.67 29 Concrete Slender Wall LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE TILT WALL Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: 10,885.30.0140.19 11.150.000 124.781166.381.26E Only at 6.25 to 6.67 Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal Base HorizontalLoad Combination D Only 0.0 0.00 1.425kk k +D+L 0.0 0.00 2.725kk k +D+S 0.0 0.00 1.625kk k +D+0.750L 0.0 0.00 2.400kk k +D+0.750L+0.750S 0.0 0.00 2.550kk k +D+0.60W 0.1 0.13 1.425kk k +D+0.750L+0.450W 0.1 0.10 2.400kk k +D+0.750L+0.750S+0.450W 0.1 0.10 2.550kk k +0.60D+0.60W 0.1 0.13 0.855kk k +D+0.70E 0.0 0.04 1.425kk k +D+0.750L+0.750S+0.5250E 0.0 0.03 2.550kk k Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal Base HorizontalLoad Combination +0.60D+0.70E 0.0 0.04 0.855kk k L Only 0.0 0.00 1.300kk k S Only 0.0 0.00 0.200kk k W Only 0.2 0.22 0.000kk k E Only 0.1 0.06 0.000kk k 30 Concrete Slender Wall LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE TILT WALL JAMB Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14 Sec 11.8, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Min Allow Out-of-Plane Defl Ratio = L/0.0Rebar at each face =Min allow As/bd 0.0020 Wall Thickness 5.50 in Bar Size 5# Bar Spacing 8 in =Width of Design Strip 12.0 in 1.0O Rebar "d" distance in1.250 Lower Level Rebar . . . Temp Diff across thickness deg F=3.5 ksi 60.0 ksi Fr : Rupture Modulus 295.804 psi 3,122.0 ksi Max Allow As/bd 0.01581 144.0 pcf= =Max Pu/Ag = f'c * = 0.060 Section 11.8.3 Using Stiff. Reduction Factor per ACI 318-14 =: Lt Wt Conc Factor = Ec : Concrete Elastic Modulus = = Concrete Density =f'c : Concrete 28 day strength Fy : Rebar Yield One-Story Wall Dimensions 12.50 B Roof Attachment A Floor Attachment B Parapet height ft= =Clear Height Top & Bottom Pinned A ft Wall Support Condition Vertical Loads W : Wind 7.2 16 2.5 Vertical Concentrated Loads . . .( Applied to full "Strip Width" )DL : Dead Lr : Roof Live Lf : Floor Live S : Snow Beam Load #1 k Dist. from Base ft Eccentricity in Wind Loads :Seismic Loads : Lateral Loads 250 Fp = Wall Wt. *0.1484 =9.794 psf Full area WIND load psf Wall Weight Seismic Load Input Method :ASCE seismic factors entered SDS Value per ASCE 12.11.1 DSS * I =0.3710 31 Concrete Slender Wall LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE TILT WALL JAMB Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Actual Values . . .Allowable Values . . .Governing Load Combination . . . Axial Load Check +0.90D+W ft6.458Location Max Pu / Ag 5.625 psi 0.06 * f'c 210.0 psi Reinforcing Limit Check Max Allow As/bd0.009118Actual As/bd 0.01581 Service Deflection Check +0.60D+0.60W Actual Defl. Ratio L/Allowable Defl. Ratio290 150.0PASS PASS Max. Deflection 0.5172 in Max. Allow. Defl.1.0 in PASS Moment Capacity Check +0.90D+W Max Mu 4.875 k-ft Phi * Mn 8.282 k-ft Maximum Bending Stress Ratio =0.5886PASS Top Horizontal W Only Base Horizontal W Only 1.563 k Maximum Reactions . . .for Load Combination.... Results reported for "Strip Width" of 12.0 in 1.563 k Vertical Reaction +D+L 24.025 k OK per ACI 318 Section 22.2 Moment Values 0.6 * Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in. 0.06*f'c*b*t Axial Load Load Combination Phi MnMu k Pu Mcr As RatioAs rho balin^2k-ftk k-ftk-ft Phi Bar 'd' 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00 0.00912.44 8.3013.860 0.465 0.01580.495 0.901.49+1.20D+0.50W at 6.25 to 6.67 4.25 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00 0.00912.43 8.3013.860 0.465 0.01580.495 0.901.49+1.20D+1.60S+0.50W at 6.25 to 6.67 4.25 0.00914.82 8.3013.860 0.465 0.01580.495 0.901.49+1.20D+L+W at 6.25 to 6.67 4.25 0.00914.82 8.3013.860 0.465 0.01580.495 0.901.49+1.20D+L+0.50S+W at 6.25 to 6.67 4.25 0.00914.87 8.2813.860 0.465 0.01580.371 0.901.49+0.90D+W at 6.25 to 6.67 4.25 0.00910.19 8.3013.860 0.465 0.01580.495 0.901.49+1.20D+L+0.20S+E at 6.25 to 6.67 4.25 0.00910.19 8.2813.860 0.465 0.01580.371 0.901.49+0.90D+E at 6.25 to 6.67 4.25 Moment Values DeflectionsStiffness Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Load Combination I crackedMactualPuMcr Defl. Ratio in^4k-ft k-ft in^4 in^4 ink DeflectionI effectiveI gross 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 290.90.5162.93 49.450.413 49.452166.381.49+D+0.60W at 6.25 to 6.67 414.20.3622.18 49.450.413 55.325166.381.49+D+0.750L+0.450W at 6.25 to 6.67 414.90.3622.18 49.450.413 55.389166.381.49+D+0.750L+0.750S+0.450W at 6.25 to 6.67 290.00.5172.92 49.310.248 49.311166.381.49+0.60D+0.60W at 6.25 to 6.67 15,555.40.0100.13 49.450.413 124.781166.381.49+D+0.70E at 6.25 to 6.67 20,849.10.0070.10 49.450.413 124.781166.381.49+D+0.750L+0.750S+0.5250E at 6.25 to 6.67 15,553.40.0100.13 49.310.248 124.781166.381.49+0.60D+0.70E at 6.25 to 6.67 0.00.0000.00 0.000.000 0.0000.000.00 0.00.0000.00 0.000.000 0.0000.000.00 10,885.30.0140.19 49.100.000 124.781166.381.49E Only at 6.25 to 6.67 32 Concrete Slender Wall LIC# : KW-06015978, Build:20.22.5.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP CONCRETE TILT WALL JAMB Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal Base HorizontalLoad Combination D Only 0.0 0.00 8.025kk k +D+L 0.0 0.00 24.025kk k +D+S 0.0 0.00 10.525kk k +D+0.750L 0.0 0.00 20.025kk k +D+0.750L+0.750S 0.0 0.00 21.900kk k +D+0.60W 0.9 0.94 8.025kk k +D+0.750L+0.450W 0.7 0.70 20.025kk k +D+0.750L+0.750S+0.450W 0.7 0.70 21.900kk k +0.60D+0.60W 0.9 0.94 4.815kk k +D+0.70E 0.0 0.04 8.025kk k +D+0.750L+0.750S+0.5250E 0.0 0.03 21.900kk k +0.60D+0.70E 0.0 0.04 4.815kk k Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal Base HorizontalLoad Combination L Only 0.0 0.00 16.000kk k S Only 0.0 0.00 2.500kk k W Only 1.6 1.56 0.000kk k E Only 0.1 0.06 0.000kk k 33 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR GIRDER - 27FT @ SHOWROOM Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Load Combination :ASCE 7-16 Beam is Fully Braced against lateral-torsional buckling by attached slab Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 8.0 Beam is UNSHORED for Concrete Placement 3/4" 14.650 4.0 145.0ftEffective Width Total Slab Thickness in Stud Diameter in Qn : Stud Capacity kConcrete Density pcf Concrete f'c ksi 2.063 12.0 7.0 5.0Parallel in in Rib Height inVerco, PLW2 FormlokMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : D = 0.010, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 28.0 ft, Post Composite Only Uniform Load : D = 0.050, L = 0.1250 ksf, Tributary Width = 28.0 ft, Post Composite Only Uniform Load : D = 0.050 ksf, Tributary Width = 28.0 ft, Pre & Post Composite Uniform Load : L = 0.1250 ksf, Tributary Width = 28.0 ft, Post Composite Only .Design OKDESIGN SUMMARY MAX Bending Ratio =0.915 : 1 Load Combination +D+L Location of maximum 13.50 ft 136.080 k 75 Mn / Omega : Allow k-ft1,004.08 Vn/Omega : Allow W24x94 %% Composite Action Steel section Location of maximum Load Combination +D+L 250.290 kComposite Pre-Composite Mu : Applied MAX Shear Ratio =0.544 : 1 0.0 ft 633.73 k-ft 127.575 918.54 Vu : Applied Defl Ratio 575 Defl Ratio 354 1499 DEFLECTIONS Max Downward 0.563 in Max Upward 0.000 in Max Downward 0.914 in Max Upward 0.000 in NonComposite FINAL Composite Transient Composite Defl Ratio Max Downward Max Upward in in 0.000 0.216 PreCompDL+PreCompLL L Only +D+L k-ft k-ftMn * Phi : Allowable Mu : Applied .Shear Stud Requirements From Support 0 to 13.50 ft use 58 studs. From 13.50 ft to Support 1 use 58 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios M V Vn / OmegaMnTr / Omega Va 34 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR GIRDER - 27FT @ SHOWROOM Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Pre Composite : D + Const L Span L = 27 ft 1 0.201 0.076 127.58 633.73 18.90 250.29 Final Composite : D Only Span L = 27 ft 1 0.280 0.166 280.67 1,004.08 41.58 250.29 Final Composite : +D+L Span L = 27 ft 1 0.915 0.544 918.54 1,004.08 136.08 250.29 Final Composite : +D+Lr Span L = 27 ft 1 0.330 0.196 331.70 1,004.08 49.14 250.29 Final Composite : +D+S Span L = 27 ft 1 0.368 0.219 369.97 1,004.08 54.81 250.29 Final Composite : +D+0.750Lr+0.750L Span L = 27 ft 1 0.794 0.472 797.34 1,004.08 118.13 250.29 Final Composite : +D+0.750L+0.750S Span L = 27 ft 1 0.823 0.489 826.05 1,004.08 122.38 250.29 Final Composite : +0.60D Span L = 27 ft 1 0.168 0.100 168.40 1,004.08 24.95 250.29 . NonComposite RemovedPre-Composite Location DEFLECTIONS (in)Ixx - Used Load Combination in Span (ft) Maximum Deflections for Load Combinations - Unfactored Loads in^4Composite Added PostFINAL Precomposite Downward 13.680 0.21610.000 2,700.00 Precomposite Upward 0.000 0.000 2,700.00 NonComposite Removed Downward 13.680 0.21610.000 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite : D Only Downward 13.680 0.21610.135 5,180.330.216 Final Composite : D Only Upward 0.000 0.000 5,180.33 Final Composite : +D+L Downward 13.680 0.21610.698 5,180.330.216 Final Composite : +D+L Upward 0.000 0.000 5,180.33 Final Composite : +D+Lr Downward 13.680 0.21610.180 5,180.330.216 Final Composite : +D+Lr Upward 0.000 0.000 5,180.33 Final Composite : +D+S Downward 13.680 0.21610.214 5,180.330.216 Final Composite : +D+S Upward 0.000 0.000 5,180.33 Final Composite : +D+0.750Lr+0.750Downward 13.680 0.21610.591 5,180.330.216 Final Composite : +D+0.750Lr+0.750Upward 0.000 0.000 5,180.33 Final Composite : +D+0.750L+0.750SDownward 13.680 0.21610.617 5,180.330.216 Final Composite : +D+0.750L+0.750SUpward 0.000 0.000 5,180.33 Final Composite : +0.60D Downward 13.680 0.12960.081 5,180.330.130 Final Composite : +0.60D Upward 0.000 0.000 5,180.33 Final Composite : Lr Only Downward 13.680 0.045 5,180.33 Final Composite : Lr Only Upward 0.000 0.000 5,180.33 Final Composite : L Only Downward 13.680 0.563 5,180.33 Final Composite : L Only Upward 0.000 0.000 5,180.33 Final Composite : S Only Downward 13.680 0.079 5,180.33 Final Composite : S Only Upward 0.000 0.000 5,180.33 . Load Combination Support 1 Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 136.080 136.080 Precomposite Loads 18.900 18.900 NonComposite Removed 18.900 18.900 Final Composite : D Only 41.580 41.580 Final Composite : +D+L 136.080 136.080 Final Composite : +D+Lr 49.140 49.140 Final Composite : +D+S 54.810 54.810 Final Composite : +D+0.750Lr+0.750118.125 118.125 Final Composite : +D+0.750L+0.750S122.378 122.378 Final Composite : +0.60D 24.948 24.948 Final Composite : Lr Only 7.560 7.560 Final Composite : L Only 94.500 94.500 Final Composite : S Only 13.230 13.230 .Steel Section Properties :W24x94 R xx =1.980in Depth =24.300 in R yy =9.870 in Zy =37.500 in^3 J =5.260 in^4 Flange Width =9.070 in Flange Thick = 0.875 in Zx =254.000 in^3 Area = 27.700 in^2 Weight =94.000 plf = I xx =2,700.00 in^4 S xx =222.00 in^3Web Thick =0.515 in I yy =109.000 in^4 S yy 24.000 in^3 35 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR GIRDER - 27FT @ SHOWROOM Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span Number Analysis % Shear Plastic N.A.Sum Qn # Studs per Mn - Capacity Moment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. Location Type k-ftShear (k) Composite Section Properties PNA in Flange 2,700.07824.021 5,471.8100.0 1132.118 6,395.31,676.82 PNA in Flange 2,700.07423.959 5,425.295.0 1075.512 6,395.31,676.82 PNA in Flange 2,700.07023.896 5,373.290.0 1018.907 6,395.31,676.82 PNA in Flange 2,700.06623.834 5,315.485.0 962.301 6,395.31,676.82 PNA in Flange 2,700.06223.772 5,251.280.0 905.695 6,395.31,676.82 PNA in Flange 2,700.05823.709 5,180.375.0 849.089 6,395.31,676.82 PNA in Flange 2,700.05523.647 5,102.170.0 792.483 6,395.31,674.03 PNA in Flange 2,700.05123.584 5,015.865.0 735.877 6,395.31,650.80 PNA in Flange 2,700.04723.522 4,920.960.0 679.271 6,395.31,627.30 PNA in Flange 2,700.04323.459 4,816.655.0 622.665 6,395.31,603.52 PNA in Web 2,700.03922.933 4,701.950.0 566.059 6,395.31,564.92 PNA in Web 2,700.03521.834 4,576.045.0 509.453 6,395.31,536.51 PNA in Web 2,700.03120.735 4,437.740.0 452.847 6,395.31,502.91 PNA in Web 2,700.02819.636 4,285.935.0 396.241 6,395.31,464.13 PNA in Web 2,700.02418.537 4,119.230.0 339.636 6,395.31,420.17 PNA in Web 2,700.02017.438 3,936.025.0 283.030 6,395.31,371.02 Span 1 36 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR GIRDER - 20FT @ SHOWROOM Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Load Combination :ASCE 7-16 Beam is Fully Braced against lateral-torsional buckling by attached slab Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 6.0 Beam is UNSHORED for Concrete Placement 3/4" 14.650 4.0 145.0ftEffective Width Total Slab Thickness in Stud Diameter in Qn : Stud Capacity kConcrete Density pcf Concrete f'c ksi 2.063 12.0 7.0 5.0Parallel in in Rib Height inVerco, PLW2 FormlokMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : D = 0.010, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 28.0 ft, Post Composite Only Uniform Load : D = 0.050, L = 0.1250 ksf, Tributary Width = 28.0 ft, Post Composite Only Uniform Load : D = 0.050 ksf, Tributary Width = 28.0 ft, Pre & Post Composite Uniform Load : L = 0.1250 ksf, Tributary Width = 28.0 ft, Post Composite Only .Design OKDESIGN SUMMARY MAX Bending Ratio =0.941 : 1 Load Combination +D+L Location of maximum 10.0 ft 100.80 k 75 Mn / Omega : Allow k-ft535.38 Vn/Omega : Allow W21x55 %% Composite Action Steel section Location of maximum Load Combination +D+L 156.0 kComposite Pre-Composite Mu : Applied MAX Shear Ratio =0.646 : 1 0.0 ft 314.371 k-ft 70.0 504.0 Vu : Applied Defl Ratio 665 Defl Ratio 399 1557 DEFLECTIONS Max Downward 0.361 in Max Upward 0.000 in Max Downward 0.601 in Max Upward 0.000 in NonComposite FINAL Composite Transient Composite Defl Ratio Max Downward Max Upward in in 0.000 0.154 PreCompDL+PreCompLL L Only +D+L k-ft k-ftMn * Phi : Allowable Mu : Applied .Shear Stud Requirements From Support 0 to 10.00 ft use 42 studs. From 10.00 ft to Support 1 use 42 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios M V Vn / OmegaMnTr / Omega Va 37 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR GIRDER - 20FT @ SHOWROOM Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Pre Composite : D + Const L Span L = 20 ft 1 0.223 0.090 70.00 314.37 14.00 156.00 Final Composite : D Only Span L = 20 ft 1 0.288 0.197 154.00 535.38 30.80 156.00 Final Composite : +D+L Span L = 20 ft 1 0.941 0.646 504.00 535.38 100.80 156.00 Final Composite : +D+Lr Span L = 20 ft 1 0.340 0.233 182.00 535.38 36.40 156.00 Final Composite : +D+S Span L = 20 ft 1 0.379 0.260 203.00 535.38 40.60 156.00 Final Composite : +D+0.750Lr+0.750L Span L = 20 ft 1 0.817 0.561 437.50 535.38 87.50 156.00 Final Composite : +D+0.750L+0.750S Span L = 20 ft 1 0.847 0.581 453.25 535.38 90.65 156.00 Final Composite : +0.60D Span L = 20 ft 1 0.173 0.118 92.40 535.38 18.48 156.00 . NonComposite RemovedPre-Composite Location DEFLECTIONS (in)Ixx - Used Load Combination in Span (ft) Maximum Deflections for Load Combinations - Unfactored Loads in^4Composite Added PostFINAL Precomposite Downward 10.133 0.15410.000 1,140.00 Precomposite Upward 0.000 0.000 1,140.00 NonComposite Removed Downward 10.133 0.15410.000 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite : D Only Downward 10.133 0.15410.087 2,435.350.154 Final Composite : D Only Upward 0.000 0.000 2,435.35 Final Composite : +D+L Downward 10.133 0.15410.447 2,435.350.154 Final Composite : +D+L Upward 0.000 0.000 2,435.35 Final Composite : +D+Lr Downward 10.133 0.15410.115 2,435.350.154 Final Composite : +D+Lr Upward 0.000 0.000 2,435.35 Final Composite : +D+S Downward 10.133 0.15410.137 2,435.350.154 Final Composite : +D+S Upward 0.000 0.000 2,435.35 Final Composite : +D+0.750Lr+0.750Downward 10.133 0.15410.379 2,435.350.154 Final Composite : +D+0.750Lr+0.750Upward 0.000 0.000 2,435.35 Final Composite : +D+0.750L+0.750SDownward 10.133 0.15410.395 2,435.350.154 Final Composite : +D+0.750L+0.750SUpward 0.000 0.000 2,435.35 Final Composite : +0.60D Downward 10.133 0.09240.052 2,435.350.092 Final Composite : +0.60D Upward 0.000 0.000 2,435.35 Final Composite : Lr Only Downward 10.133 0.029 2,435.35 Final Composite : Lr Only Upward 0.000 0.000 2,435.35 Final Composite : L Only Downward 10.133 0.361 2,435.35 Final Composite : L Only Upward 0.000 0.000 2,435.35 Final Composite : S Only Downward 10.133 0.050 2,435.35 Final Composite : S Only Upward 0.000 0.000 2,435.35 . Load Combination Support 1 Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 100.800 100.800 Precomposite Loads 14.000 14.000 NonComposite Removed 14.000 14.000 Final Composite : D Only 30.800 30.800 Final Composite : +D+L 100.800 100.800 Final Composite : +D+Lr 36.400 36.400 Final Composite : +D+S 40.600 40.600 Final Composite : +D+0.750Lr+0.75087.500 87.500 Final Composite : +D+0.750L+0.750S90.650 90.650 Final Composite : +0.60D 18.480 18.480 Final Composite : Lr Only 5.600 5.600 Final Composite : L Only 70.000 70.000 Final Composite : S Only 9.800 9.800 .Steel Section Properties :W21x55 R xx =1.730in Depth =20.800 in R yy =8.400 in Zy =18.400 in^3 J =1.240 in^4 Flange Width =8.220 in Flange Thick = 0.522 in Zx =126.000 in^3 Area = 16.200 in^2 Weight =55.000 plf = I xx =1,140.00 in^4 S xx =110.00 in^3Web Thick =0.375 in I yy =48.400 in^4 S yy 11.800 in^3 38 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR GIRDER - 20FT @ SHOWROOM Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span Number Analysis % Shear Plastic N.A.Sum Qn # Studs per Mn - Capacity Moment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. Location Type k-ftShear (k) Composite Section Properties PNA in Slab 1,140.05620.800 2,561.1100.0 810.000 2,996.5894.08 PNA in Flange 1,140.05320.751 2,542.095.0 769.500 2,996.5894.08 PNA in Flange 1,140.05020.701 2,520.290.0 729.000 2,996.5894.08 PNA in Flange 1,140.04720.652 2,495.385.0 688.500 2,996.5894.08 PNA in Flange 1,140.04520.603 2,467.180.0 648.000 2,996.5894.08 PNA in Flange 1,140.04220.554 2,435.475.0 607.500 2,996.5894.08 PNA in Flange 1,140.03920.504 2,399.770.0 567.000 2,996.5894.08 PNA in Flange 1,140.03620.455 2,359.765.0 526.500 2,996.5889.16 PNA in Flange 1,140.03420.406 2,315.060.0 486.000 2,996.5873.69 PNA in Flange 1,140.03120.357 2,265.155.0 445.500 2,996.5858.08 PNA in Flange 1,140.02820.307 2,209.450.0 405.000 2,996.5842.32 PNA in Web 1,140.02519.840 2,147.445.0 364.500 2,996.5814.46 PNA in Web 1,140.02318.760 2,078.340.0 324.000 2,996.5795.78 PNA in Web 1,140.02017.680 2,001.435.0 283.500 2,996.5773.46 PNA in Web 1,140.01716.600 1,915.630.0 243.000 2,996.5747.49 PNA in Web 1,140.01415.520 1,819.925.0 202.500 2,996.5717.87 Span 1 39 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR GIRDER - 28FT @ SHOWROOM Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Load Combination :ASCE 7-16 Beam is Fully Braced against lateral-torsional buckling by attached slab Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 4.0 Beam is UNSHORED for Concrete Placement 3/4" 14.650 4.0 145.0ftEffective Width Total Slab Thickness in Stud Diameter in Qn : Stud Capacity kConcrete Density pcf Concrete f'c ksi 2.063 12.0 7.0 5.0Parallel in in Rib Height inVerco, PLW2 FormlokMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : D = 0.010, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 14.0 ft, Post Composite Only Uniform Load : D = 0.050, L = 0.1250 ksf, Tributary Width = 14.0 ft, Post Composite Only Uniform Load : D = 0.050 ksf, Tributary Width = 14.0 ft, Pre & Post Composite Uniform Load : L = 0.1250 ksf, Tributary Width = 14.0 ft, Post Composite Only .Design OKDESIGN SUMMARY MAX Bending Ratio =0.919 : 1 Load Combination +D+L Location of maximum 14.250 ft 71.820 k 75 Mn / Omega : Allow k-ft556.88 Vn/Omega : Allow W21x62 %% Composite Action Steel section Location of maximum Load Combination +D+L 168.0 kComposite Pre-Composite Mu : Applied MAX Shear Ratio =0.428 : 1 0.0 ft 359.281 k-ft 71.072 511.72 Vu : Applied Defl Ratio 456 Defl Ratio 284 1256 DEFLECTIONS Max Downward 0.749 in Max Upward 0.000 in Max Downward 1.201 in Max Upward 0.000 in NonComposite FINAL Composite Transient Composite Defl Ratio Max Downward Max Upward in in 0.000 0.272 PreCompDL+PreCompLL L Only +D+L k-ft k-ftMn * Phi : Allowable Mu : Applied .Shear Stud Requirements From Support 0 to 14.25 ft use 29 studs. From 14.25 ft to Support 1 use 29 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios M V Vn / OmegaMnTr / Omega Va 40 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR GIRDER - 28FT @ SHOWROOM Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Pre Composite : D + Const L Span L = 28.5 ft 1 0.198 0.059 71.07 359.28 9.98 168.00 Final Composite : D Only Span L = 28.5 ft 1 0.281 0.131 156.36 556.88 21.95 168.00 Final Composite : +D+L Span L = 28.5 ft 1 0.919 0.428 511.72 556.88 71.82 168.00 Final Composite : +D+Lr Span L = 28.5 ft 1 0.332 0.154 184.79 556.88 25.94 168.00 Final Composite : +D+S Span L = 28.5 ft 1 0.370 0.172 206.11 556.88 28.93 168.00 Final Composite : +D+0.750Lr+0.750L Span L = 28.5 ft 1 0.798 0.371 444.20 556.88 62.34 168.00 Final Composite : +D+0.750L+0.750S Span L = 28.5 ft 1 0.826 0.384 460.19 556.88 64.59 168.00 Final Composite : +0.60D Span L = 28.5 ft 1 0.168 0.078 93.81 556.88 13.17 168.00 . NonComposite RemovedPre-Composite Location DEFLECTIONS (in)Ixx - Used Load Combination in Span (ft) Maximum Deflections for Load Combinations - Unfactored Loads in^4Composite Added PostFINAL Precomposite Downward 14.440 0.27230.000 1,330.00 Precomposite Upward 0.000 0.000 1,330.00 NonComposite Removed Downward 14.440 0.27230.000 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite : D Only Downward 14.440 0.27230.180 2,418.470.272 Final Composite : D Only Upward 0.000 0.000 2,418.47 Final Composite : +D+L Downward 14.440 0.27230.928 2,418.470.272 Final Composite : +D+L Upward 0.000 0.000 2,418.47 Final Composite : +D+Lr Downward 14.440 0.27230.240 2,418.470.272 Final Composite : +D+Lr Upward 0.000 0.000 2,418.47 Final Composite : +D+S Downward 14.440 0.27230.285 2,418.470.272 Final Composite : +D+S Upward 0.000 0.000 2,418.47 Final Composite : +D+0.750Lr+0.750Downward 14.440 0.27230.786 2,418.470.272 Final Composite : +D+0.750Lr+0.750Upward 0.000 0.000 2,418.47 Final Composite : +D+0.750L+0.750SDownward 14.440 0.27230.820 2,418.470.272 Final Composite : +D+0.750L+0.750SUpward 0.000 0.000 2,418.47 Final Composite : +0.60D Downward 14.440 0.16340.108 2,418.470.163 Final Composite : +0.60D Upward 0.000 0.000 2,418.47 Final Composite : Lr Only Downward 14.440 0.060 2,418.47 Final Composite : Lr Only Upward 0.000 0.000 2,418.47 Final Composite : L Only Downward 14.440 0.749 2,418.47 Final Composite : L Only Upward 0.000 0.000 2,418.47 Final Composite : S Only Downward 14.440 0.105 2,418.47 Final Composite : S Only Upward 0.000 0.000 2,418.47 . Load Combination Support 1 Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 71.820 71.820 Precomposite Loads 9.975 9.975 NonComposite Removed 9.975 9.975 Final Composite : D Only 21.945 21.945 Final Composite : +D+L 71.820 71.820 Final Composite : +D+Lr 25.935 25.935 Final Composite : +D+S 28.928 28.928 Final Composite : +D+0.750Lr+0.75062.344 62.344 Final Composite : +D+0.750L+0.750S64.588 64.588 Final Composite : +0.60D 13.167 13.167 Final Composite : Lr Only 3.990 3.990 Final Composite : L Only 49.875 49.875 Final Composite : S Only 6.983 6.983 .Steel Section Properties :W21x62 R xx =1.770in Depth =21.000 in R yy =8.540 in Zy =21.700 in^3 J =1.830 in^4 Flange Width =8.240 in Flange Thick = 0.615 in Zx =144.000 in^3 Area = 18.300 in^2 Weight =62.000 plf = I xx =1,330.00 in^4 S xx =127.00 in^3Web Thick =0.400 in I yy =57.500 in^4 S yy 14.000 in^3 41 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR GIRDER - 28FT @ SHOWROOM Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span Number Analysis % Shear Plastic N.A.Sum Qn # Studs per Mn - Capacity Moment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. Location Type k-ftShear (k) Composite Section Properties PNA in Flange 1,330.03920.577 2,560.8100.0 566.059 3,039.9930.00 PNA in Flange 1,330.03720.542 2,537.795.0 537.756 3,039.9930.00 PNA in Flange 1,330.03520.508 2,512.190.0 509.453 3,039.9930.00 PNA in Flange 1,330.03320.473 2,483.885.0 481.150 3,039.9930.00 PNA in Flange 1,330.03120.439 2,452.780.0 452.847 3,039.9930.00 PNA in Flange 1,330.02920.405 2,418.575.0 424.544 3,039.9930.00 PNA in Flange 1,330.02820.370 2,381.070.0 396.241 3,039.9930.00 PNA in Web 1,330.02619.377 2,340.165.0 367.938 3,039.9906.68 PNA in Web 1,330.02418.670 2,295.360.0 339.636 3,039.9892.60 PNA in Web 1,330.02217.962 2,246.655.0 311.333 3,039.9876.85 PNA in Web 1,330.02017.255 2,193.550.0 283.030 3,039.9859.43 PNA in Web 1,330.01816.547 2,135.845.0 254.727 3,039.9840.34 PNA in Web 1,330.01615.840 2,073.040.0 226.424 3,039.9819.59 PNA in Web 1,330.01415.132 2,004.735.0 198.121 3,039.9797.16 PNA in Web 1,330.01214.424 1,930.630.0 169.818 3,039.9773.07 PNA in Web 1,330.01013.717 1,850.125.0 141.515 3,039.9747.30 Span 1 42 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR GIRDER - 30FT @ R&D Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Load Combination :ASCE 7-16 Beam is Fully Braced against lateral-torsional buckling by attached slab Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 8.0 Beam is UNSHORED for Concrete Placement 3/4" 14.650 4.0 145.0ftEffective Width Total Slab Thickness in Stud Diameter in Qn : Stud Capacity kConcrete Density pcf Concrete f'c ksi 2.063 12.0 7.0 5.0Parallel in in Rib Height inVerco, PLW2 FormlokMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : D = 0.010, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 25.0 ft, Post Composite Only Uniform Load : D = 0.050, L = 0.1250 ksf, Tributary Width = 25.0 ft, Post Composite Only Uniform Load : D = 0.050 ksf, Tributary Width = 25.0 ft, Pre & Post Composite Uniform Load : L = 0.1250 ksf, Tributary Width = 25.0 ft, Post Composite Only .Design OKDESIGN SUMMARY MAX Bending Ratio =0.928 : 1 Load Combination +D+L Location of maximum 15.0 ft 135.0 k 75 Mn / Omega : Allow k-ft1,090.83 Vn/Omega : Allow W24x103 %% Composite Action Steel section Location of maximum Load Combination +D+L 269.50 kComposite Pre-Composite Mu : Applied MAX Shear Ratio =0.501 : 1 0.0 ft 698.60 k-ft 140.625 1,012.50 Vu : Applied Defl Ratio 507 Defl Ratio 314 1360 DEFLECTIONS Max Downward 0.709 in Max Upward 0.000 in Max Downward 1.144 in Max Upward 0.000 in NonComposite FINAL Composite Transient Composite Defl Ratio Max Downward Max Upward in in 0.000 0.265 PreCompDL+PreCompLL L Only +D+L k-ft k-ftMn * Phi : Allowable Mu : Applied .Shear Stud Requirements From Support 0 to 15.00 ft use 58 studs. From 15.00 ft to Support 1 use 58 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios M V Vn / OmegaMnTr / Omega Va 43 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR GIRDER - 30FT @ R&D Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Pre Composite : D + Const L Span L = 30 ft 1 0.201 0.070 140.63 698.60 18.75 269.50 Final Composite : D Only Span L = 30 ft 1 0.284 0.153 309.38 1,090.83 41.25 269.50 Final Composite : +D+L Span L = 30 ft 1 0.928 0.501 1,012.50 1,090.83 135.00 269.50 Final Composite : +D+Lr Span L = 30 ft 1 0.335 0.181 365.63 1,090.83 48.75 269.50 Final Composite : +D+S Span L = 30 ft 1 0.374 0.202 407.81 1,090.83 54.38 269.50 Final Composite : +D+0.750Lr+0.750L Span L = 30 ft 1 0.806 0.435 878.91 1,090.83 117.19 269.50 Final Composite : +D+0.750L+0.750S Span L = 30 ft 1 0.835 0.450 910.55 1,090.83 121.41 269.50 Final Composite : +0.60D Span L = 30 ft 1 0.170 0.092 185.63 1,090.83 24.75 269.50 . NonComposite RemovedPre-Composite Location DEFLECTIONS (in)Ixx - Used Load Combination in Span (ft) Maximum Deflections for Load Combinations - Unfactored Loads in^4Composite Added PostFINAL Precomposite Downward 15.200 0.26460.000 3,000.00 Precomposite Upward 0.000 0.000 3,000.00 NonComposite Removed Downward 15.200 0.26460.000 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite : D Only Downward 15.200 0.26460.170 5,597.470.265 Final Composite : D Only Upward 0.000 0.000 5,597.47 Final Composite : +D+L Downward 15.200 0.26460.879 5,597.470.265 Final Composite : +D+L Upward 0.000 0.000 5,597.47 Final Composite : +D+Lr Downward 15.200 0.26460.227 5,597.470.265 Final Composite : +D+Lr Upward 0.000 0.000 5,597.47 Final Composite : +D+S Downward 15.200 0.26460.269 5,597.470.265 Final Composite : +D+S Upward 0.000 0.000 5,597.47 Final Composite : +D+0.750Lr+0.750Downward 15.200 0.26460.745 5,597.470.265 Final Composite : +D+0.750Lr+0.750Upward 0.000 0.000 5,597.47 Final Composite : +D+0.750L+0.750SDownward 15.200 0.26460.777 5,597.470.265 Final Composite : +D+0.750L+0.750SUpward 0.000 0.000 5,597.47 Final Composite : +0.60D Downward 15.200 0.15880.102 5,597.470.159 Final Composite : +0.60D Upward 0.000 0.000 5,597.47 Final Composite : Lr Only Downward 15.200 0.057 5,597.47 Final Composite : Lr Only Upward 0.000 0.000 5,597.47 Final Composite : L Only Downward 15.200 0.709 5,597.47 Final Composite : L Only Upward 0.000 0.000 5,597.47 Final Composite : S Only Downward 15.200 0.099 5,597.47 Final Composite : S Only Upward 0.000 0.000 5,597.47 . Load Combination Support 1 Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 135.000 135.000 Precomposite Loads 18.750 18.750 NonComposite Removed 18.750 18.750 Final Composite : D Only 41.250 41.250 Final Composite : +D+L 135.000 135.000 Final Composite : +D+Lr 48.750 48.750 Final Composite : +D+S 54.375 54.375 Final Composite : +D+0.750Lr+0.750117.188 117.188 Final Composite : +D+0.750L+0.750S121.406 121.406 Final Composite : +0.60D 24.750 24.750 Final Composite : Lr Only 7.500 7.500 Final Composite : L Only 93.750 93.750 Final Composite : S Only 13.125 13.125 .Steel Section Properties :W24x103 R xx =1.990in Depth =24.500 in R yy =10.000 in Zy =41.500 in^3 J =7.070 in^4 Flange Width =9.000 in Flange Thick = 0.980 in Zx =280.000 in^3 Area = 30.300 in^2 Weight =103.000 plf = I xx =3,000.00 in^4 S xx =245.00 in^3Web Thick =0.550 in I yy =119.000 in^4 S yy 26.500 in^3 44 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR GIRDER - 30FT @ R&D Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span Number Analysis % Shear Plastic N.A.Sum Qn # Studs per Mn - Capacity Moment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. Location Type k-ftShear (k) Composite Section Properties PNA in Flange 3,000.07824.075 5,921.8100.0 1132.118 6,945.11,821.69 PNA in Flange 3,000.07424.012 5,869.295.0 1075.512 6,945.11,821.69 PNA in Flange 3,000.07023.949 5,811.090.0 1018.907 6,945.11,821.69 PNA in Flange 3,000.06623.886 5,746.685.0 962.301 6,945.11,821.69 PNA in Flange 3,000.06223.823 5,675.680.0 905.695 6,945.11,821.69 PNA in Flange 3,000.05823.760 5,597.575.0 849.089 6,945.11,821.69 PNA in Flange 3,000.05523.697 5,511.770.0 792.483 6,945.11,811.45 PNA in Flange 3,000.05123.634 5,417.765.0 735.877 6,945.11,787.59 PNA in Flange 3,000.04723.571 5,314.860.0 679.271 6,945.11,763.45 PNA in Flange 3,000.04323.509 5,202.255.0 622.665 6,945.11,739.03 PNA in Web 3,000.03922.303 5,079.150.0 566.059 6,945.11,694.20 PNA in Web 3,000.03521.274 4,944.645.0 509.453 6,945.11,662.19 PNA in Web 3,000.03120.244 4,797.640.0 452.847 6,945.11,625.31 PNA in Web 3,000.02819.215 4,637.035.0 396.241 6,945.11,583.59 PNA in Web 3,000.02418.186 4,461.630.0 339.636 6,945.11,537.01 PNA in Web 3,000.02017.157 4,269.825.0 283.030 6,945.11,485.57 Span 1 45 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - 28FT @ R&D & SHOWROOM Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Load Combination :ASCE 7-16 Beam is Fully Braced against lateral-torsional buckling by attached slab Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 6.0 Beam is UNSHORED for Concrete Placement 3/4" 14.650 4.0 145.0ftEffective Width Total Slab Thickness in Stud Diameter in Qn : Stud Capacity kConcrete Density pcf Concrete f'c ksi 2.063 12.0 7.0 5.0Perpendicular in in Rib Height inVerco, PLW2 FormlokMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : D = 0.010, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 10.0 ft, Post Composite Only Uniform Load : D = 0.050, L = 0.1250 ksf, Tributary Width = 10.0 ft, Post Composite Only Uniform Load : D = 0.050 ksf, Tributary Width = 10.0 ft, Pre & Post Composite Uniform Load : L = 0.1250 ksf, Tributary Width = 10.0 ft, Post Composite Only .Design OKDESIGN SUMMARY MAX Bending Ratio =0.815 : 1 Load Combination +D+L Location of maximum 14.0 ft 50.40 k 75 Mn / Omega : Allow k-ft432.748 Vn/Omega : Allow W21x44 %% Composite Action Steel section Location of maximum Load Combination +D+L 144.90 kComposite Pre-Composite Mu : Applied MAX Shear Ratio =0.348 : 1 0.0 ft 238.024 k-ft 49.0 352.80 Vu : Applied Defl Ratio 522 Defl Ratio 310 1175 DEFLECTIONS Max Downward 0.644 in Max Upward 0.000 in Max Downward 1.084 in Max Upward 0.000 in NonComposite FINAL Composite Transient Composite Defl Ratio Max Downward Max Upward in in 0.000 0.286 PreCompDL+PreCompLL L Only +D+L k-ft k-ftMn * Phi : Allowable Mu : Applied .Shear Stud Requirements From Support 0 to 14.00 ft use 31 studs. From 14.00 ft to Support 1 use 31 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios M V Vn / OmegaMnTr / Omega Va 46 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - 28FT @ R&D & SHOWROOM Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Pre Composite : D + Const L Span L = 28 ft 1 0.206 0.048 49.00 238.02 7.00 144.90 Final Composite : D Only Span L = 28 ft 1 0.249 0.106 107.80 432.75 15.40 144.90 Final Composite : +D+L Span L = 28 ft 1 0.815 0.348 352.80 432.75 50.40 144.90 Final Composite : +D+Lr Span L = 28 ft 1 0.294 0.126 127.40 432.75 18.20 144.90 Final Composite : +D+S Span L = 28 ft 1 0.328 0.140 142.10 432.75 20.30 144.90 Final Composite : +D+0.750Lr+0.750L Span L = 28 ft 1 0.708 0.302 306.25 432.75 43.75 144.90 Final Composite : +D+0.750L+0.750S Span L = 28 ft 1 0.733 0.313 317.28 432.75 45.33 144.90 Final Composite : +0.60D Span L = 28 ft 1 0.149 0.064 64.68 432.75 9.24 144.90 . NonComposite RemovedPre-Composite Location DEFLECTIONS (in)Ixx - Used Load Combination in Span (ft) Maximum Deflections for Load Combinations - Unfactored Loads in^4Composite Added PostFINAL Precomposite Downward 14.187 0.28590.000 843.00 Precomposite Upward 0.000 0.000 843.00 NonComposite Removed Downward 14.187 0.28590.000 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite : D Only Downward 14.187 0.28590.154 1,872.380.286 Final Composite : D Only Upward 0.000 0.000 1,872.38 Final Composite : +D+L Downward 14.187 0.28590.798 1,872.380.286 Final Composite : +D+L Upward 0.000 0.000 1,872.38 Final Composite : +D+Lr Downward 14.187 0.28590.206 1,872.380.286 Final Composite : +D+Lr Upward 0.000 0.000 1,872.38 Final Composite : +D+S Downward 14.187 0.28590.245 1,872.380.286 Final Composite : +D+S Upward 0.000 0.000 1,872.38 Final Composite : +D+0.750Lr+0.750Downward 14.187 0.28590.676 1,872.380.286 Final Composite : +D+0.750Lr+0.750Upward 0.000 0.000 1,872.38 Final Composite : +D+0.750L+0.750SDownward 14.187 0.28590.705 1,872.380.286 Final Composite : +D+0.750L+0.750SUpward 0.000 0.000 1,872.38 Final Composite : +0.60D Downward 14.187 0.17150.093 1,872.380.172 Final Composite : +0.60D Upward 0.000 0.000 1,872.38 Final Composite : Lr Only Downward 14.187 0.051 1,872.38 Final Composite : Lr Only Upward 0.000 0.000 1,872.38 Final Composite : L Only Downward 14.187 0.644 1,872.38 Final Composite : L Only Upward 0.000 0.000 1,872.38 Final Composite : S Only Downward 14.187 0.090 1,872.38 Final Composite : S Only Upward 0.000 0.000 1,872.38 . Load Combination Support 1 Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 50.400 50.400 Precomposite Loads 7.000 7.000 NonComposite Removed 7.000 7.000 Final Composite : D Only 15.400 15.400 Final Composite : +D+L 50.400 50.400 Final Composite : +D+Lr 18.200 18.200 Final Composite : +D+S 20.300 20.300 Final Composite : +D+0.750Lr+0.75043.750 43.750 Final Composite : +D+0.750L+0.750S45.325 45.325 Final Composite : +0.60D 9.240 9.240 Final Composite : Lr Only 2.800 2.800 Final Composite : L Only 35.000 35.000 Final Composite : S Only 4.900 4.900 .Steel Section Properties :W21x44 R xx =1.260in Depth =20.700 in R yy =8.060 in Zy =10.200 in^3 J =0.770 in^4 Flange Width =6.500 in Flange Thick = 0.450 in Zx =95.400 in^3 Area = 13.000 in^2 Weight =44.000 plf = I xx =843.00 in^4 S xx =81.60 in^3Web Thick =0.350 in I yy =20.700 in^4 S yy 6.370 in^3 47 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - 28FT @ R&D & SHOWROOM Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span Number Analysis % Shear Plastic N.A.Sum Qn # Studs per Mn - Capacity Moment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. Location Type k-ftShear (k) Composite Section Properties PNA in Flange 843.04120.618 1,999.1100.0 596.578 2,373.6732.46 PNA in Flange 843.03920.572 1,978.395.0 566.749 2,373.6732.46 PNA in Flange 843.03720.526 1,955.490.0 536.920 2,373.6732.46 PNA in Flange 843.03520.480 1,930.285.0 507.091 2,373.6732.46 PNA in Flange 843.03320.434 1,902.680.0 477.262 2,373.6732.46 PNA in Flange 843.03120.388 1,872.475.0 447.433 2,373.6722.69 PNA in Flange 843.02920.342 1,839.370.0 417.604 2,373.6711.31 PNA in Flange 843.02720.297 1,803.065.0 387.775 2,373.6699.83 PNA in Flange 843.02520.251 1,763.360.0 357.947 2,373.6688.25 PNA in Web 843.02319.411 1,719.855.0 328.118 2,373.6664.19 PNA in Web 843.02118.558 1,672.350.0 298.289 2,373.6649.85 PNA in Web 843.01917.706 1,620.245.0 268.460 2,373.6633.38 PNA in Web 843.01716.854 1,563.140.0 238.631 2,373.6614.80 PNA in Web 843.01516.001 1,500.535.0 208.802 2,373.6594.10 PNA in Web 843.01315.149 1,431.830.0 178.973 2,373.6571.28 PNA in Web 843.01114.297 1,356.325.0 149.144 2,373.6546.34 Span 1 48 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - 25FT @ R&D Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Load Combination :ASCE 7-16 Beam is Fully Braced against lateral-torsional buckling by attached slab Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 6.0 Beam is UNSHORED for Concrete Placement 3/4" 14.650 4.0 145.0ftEffective Width Total Slab Thickness in Stud Diameter in Qn : Stud Capacity kConcrete Density pcf Concrete f'c ksi 2.063 12.0 7.0 5.0Perpendicular in in Rib Height inVerco, PLW2 FormlokMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : D = 0.010, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 10.0 ft, Post Composite Only Uniform Load : D = 0.050, L = 0.1250 ksf, Tributary Width = 10.0 ft, Post Composite Only Uniform Load : D = 0.050 ksf, Tributary Width = 10.0 ft, Pre & Post Composite Uniform Load : L = 0.1250 ksf, Tributary Width = 10.0 ft, Post Composite Only .Design OKDESIGN SUMMARY MAX Bending Ratio =0.903 : 1 Load Combination +D+L Location of maximum 12.50 ft 45.0 k 75 Mn / Omega : Allow k-ft311.427 Vn/Omega : Allow W18x35 %% Composite Action Steel section Location of maximum Load Combination +D+L 106.20 kComposite Pre-Composite Mu : Applied MAX Shear Ratio =0.424 : 1 0.0 ft 165.918 k-ft 39.063 281.250 Vu : Applied Defl Ratio 472 Defl Ratio 275 999 DEFLECTIONS Max Downward 0.635 in Max Upward 0.000 in Max Downward 1.087 in Max Upward 0.000 in NonComposite FINAL Composite Transient Composite Defl Ratio Max Downward Max Upward in in 0.000 0.300 PreCompDL+PreCompLL L Only +D+L k-ft k-ftMn * Phi : Allowable Mu : Applied .Shear Stud Requirements From Support 0 to 12.50 ft use 27 studs. From 12.50 ft to Support 1 use 27 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios M V Vn / OmegaMnTr / Omega Va 49 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - 25FT @ R&D Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Pre Composite : D + Const L Span L = 25 ft 1 0.235 0.059 39.06 165.92 6.25 106.20 Final Composite : D Only Span L = 25 ft 1 0.276 0.129 85.94 311.43 13.75 106.20 Final Composite : +D+L Span L = 25 ft 1 0.903 0.424 281.25 311.43 45.00 106.20 Final Composite : +D+Lr Span L = 25 ft 1 0.326 0.153 101.56 311.43 16.25 106.20 Final Composite : +D+S Span L = 25 ft 1 0.364 0.171 113.28 311.43 18.13 106.20 Final Composite : +D+0.750Lr+0.750L Span L = 25 ft 1 0.784 0.368 244.14 311.43 39.06 106.20 Final Composite : +D+0.750L+0.750S Span L = 25 ft 1 0.812 0.381 252.93 311.43 40.47 106.20 Final Composite : +0.60D Span L = 25 ft 1 0.166 0.078 51.56 311.43 8.25 106.20 . NonComposite RemovedPre-Composite Location DEFLECTIONS (in)Ixx - Used Load Combination in Span (ft) Maximum Deflections for Load Combinations - Unfactored Loads in^4Composite Added PostFINAL Precomposite Downward 12.667 0.30030.000 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 12.667 0.30030.000 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite : D Only Downward 12.667 0.30030.152 1,206.490.300 Final Composite : D Only Upward 0.000 0.000 1,206.49 Final Composite : +D+L Downward 12.667 0.30030.787 1,206.490.300 Final Composite : +D+L Upward 0.000 0.000 1,206.49 Final Composite : +D+Lr Downward 12.667 0.30030.203 1,206.490.300 Final Composite : +D+Lr Upward 0.000 0.000 1,206.49 Final Composite : +D+S Downward 12.667 0.30030.241 1,206.490.300 Final Composite : +D+S Upward 0.000 0.000 1,206.49 Final Composite : +D+0.750Lr+0.750Downward 12.667 0.30030.666 1,206.490.300 Final Composite : +D+0.750Lr+0.750Upward 0.000 0.000 1,206.49 Final Composite : +D+0.750L+0.750SDownward 12.667 0.30030.695 1,206.490.300 Final Composite : +D+0.750L+0.750SUpward 0.000 0.000 1,206.49 Final Composite : +0.60D Downward 12.667 0.18020.091 1,206.490.180 Final Composite : +0.60D Upward 0.000 0.000 1,206.49 Final Composite : Lr Only Downward 12.667 0.051 1,206.49 Final Composite : Lr Only Upward 0.000 0.000 1,206.49 Final Composite : L Only Downward 12.667 0.635 1,206.49 Final Composite : L Only Upward 0.000 0.000 1,206.49 Final Composite : S Only Downward 12.667 0.089 1,206.49 Final Composite : S Only Upward 0.000 0.000 1,206.49 . Load Combination Support 1 Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 45.000 45.000 Precomposite Loads 6.250 6.250 NonComposite Removed 6.250 6.250 Final Composite : D Only 13.750 13.750 Final Composite : +D+L 45.000 45.000 Final Composite : +D+Lr 16.250 16.250 Final Composite : +D+S 18.125 18.125 Final Composite : +D+0.750Lr+0.75039.063 39.063 Final Composite : +D+0.750L+0.750S40.469 40.469 Final Composite : +0.60D 8.250 8.250 Final Composite : Lr Only 2.500 2.500 Final Composite : L Only 31.250 31.250 Final Composite : S Only 4.375 4.375 .Steel Section Properties :W18x35 R xx =1.220in Depth =17.700 in R yy =7.040 in Zy =8.060 in^3 J =0.506 in^4 Flange Width =6.000 in Flange Thick = 0.425 in Zx =66.500 in^3 Area = 10.300 in^2 Weight =35.000 plf = I xx =510.00 in^4 S xx =57.60 in^3Web Thick =0.300 in I yy =15.300 in^4 S yy 5.120 in^3 50 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - 25FT @ R&D Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span Number Analysis % Shear Plastic N.A.Sum Qn # Studs per Mn - Capacity Moment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. Location Type k-ftShear (k) Composite Section Properties PNA in Slab 510.03617.700 1,288.9100.0 515.000 1,554.1527.79 PNA in Flange 510.03417.657 1,275.495.0 489.250 1,554.1527.79 PNA in Flange 510.03217.614 1,260.690.0 463.500 1,554.1527.79 PNA in Flange 510.03017.571 1,244.285.0 437.750 1,554.1527.79 PNA in Flange 510.02917.528 1,226.380.0 412.000 1,554.1527.79 PNA in Flange 510.02717.485 1,206.575.0 386.250 1,554.1520.08 PNA in Flange 510.02517.443 1,184.870.0 360.500 1,554.1510.38 PNA in Flange 510.02317.400 1,161.065.0 334.750 1,554.1500.59 PNA in Flange 510.02217.357 1,134.860.0 309.000 1,554.1490.72 PNA in Flange 510.02017.314 1,106.155.0 283.250 1,554.1480.78 PNA in Flange 510.01817.271 1,074.650.0 257.500 1,554.1470.75 PNA in Web 510.01616.333 1,040.045.0 231.750 1,554.1453.06 PNA in Web 510.01515.475 1,001.940.0 206.000 1,554.1440.35 PNA in Web 510.01314.617 960.035.0 180.250 1,554.1425.79 PNA in Web 510.01113.758 913.830.0 154.500 1,554.1409.40 PNA in Web 510.0912.900 862.825.0 128.750 1,554.1391.16 Span 1 51 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - 35FT @ STORAGE Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Load Combination :ASCE 7-16 Beam is Fully Braced against lateral-torsional buckling by attached slab Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 10.0 Beam is UNSHORED for Concrete Placement 3/4" 14.650 4.0 145.0ftEffective Width Total Slab Thickness in Stud Diameter in Qn : Stud Capacity kConcrete Density pcf Concrete f'c ksi 2.063 12.0 7.0 5.0Perpendicular in in Rib Height inVerco, PLW2 FormlokMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : D = 0.010, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 10.0 ft, Post Composite Only Uniform Load : D = 0.050, L = 0.1250 ksf, Tributary Width = 10.0 ft, Post Composite Only Uniform Load : D = 0.050 ksf, Tributary Width = 10.0 ft, Pre & Post Composite Uniform Load : L = 0.1250 ksf, Tributary Width = 10.0 ft, Post Composite Only .Design OKDESIGN SUMMARY MAX Bending Ratio =0.877 : 1 Load Combination +D+L Location of maximum 17.50 ft 63.0 k 75 Mn / Omega : Allow k-ft628.44 Vn/Omega : Allow W21x62 %% Composite Action Steel section Location of maximum Load Combination +D+L 168.0 kComposite Pre-Composite Mu : Applied MAX Shear Ratio =0.375 : 1 35.0 ft 359.281 k-ft 76.563 551.25 Vu : Applied Defl Ratio 414 Defl Ratio 247 949 DEFLECTIONS Max Downward 1.014 in Max Upward 0.000 in Max Downward 1.699 in Max Upward 0.000 in NonComposite FINAL Composite Transient Composite Defl Ratio Max Downward Max Upward in in 0.000 0.442 PreCompDL+PreCompLL L Only +D+L k-ft k-ftMn * Phi : Allowable Mu : Applied .Shear Stud Requirements From Support 0 to 17.50 ft use 47 studs. From 17.50 ft to Support 1 use 47 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios M V Vn / OmegaMnTr / Omega Va 52 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - 35FT @ STORAGE Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Pre Composite : D + Const L Span L = 35 ft 1 0.213 0.052 76.56 359.28 8.75 168.00 Final Composite : D Only Span L = 35 ft 1 0.268 0.115 168.44 628.44 19.25 168.00 Final Composite : +D+L Span L = 35 ft 1 0.877 0.375 551.25 628.44 63.00 168.00 Final Composite : +D+Lr Span L = 35 ft 1 0.317 0.135 199.06 628.44 22.75 168.00 Final Composite : +D+S Span L = 35 ft 1 0.353 0.151 222.03 628.44 25.38 168.00 Final Composite : +D+0.750Lr+0.750L Span L = 35 ft 1 0.761 0.326 478.52 628.44 54.69 168.00 Final Composite : +D+0.750L+0.750S Span L = 35 ft 1 0.789 0.337 495.74 628.44 56.66 168.00 Final Composite : +0.60D Span L = 35 ft 1 0.161 0.069 101.06 628.44 11.55 168.00 . NonComposite RemovedPre-Composite Location DEFLECTIONS (in)Ixx - Used Load Combination in Span (ft) Maximum Deflections for Load Combinations - Unfactored Loads in^4Composite Added PostFINAL Precomposite Downward 17.733 0.44240.000 1,330.00 Precomposite Upward 0.000 0.000 1,330.00 NonComposite Removed Downward 17.733 0.44240.000 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite : D Only Downward 17.733 0.44240.243 2,902.320.442 Final Composite : D Only Upward 0.000 0.000 2,902.32 Final Composite : +D+L Downward 17.733 0.44241.257 2,902.320.442 Final Composite : +D+L Upward 0.000 0.000 2,902.32 Final Composite : +D+Lr Downward 17.733 0.44240.324 2,902.320.442 Final Composite : +D+Lr Upward 0.000 0.000 2,902.32 Final Composite : +D+S Downward 17.733 0.44240.385 2,902.320.442 Final Composite : +D+S Upward 0.000 0.000 2,902.32 Final Composite : +D+0.750Lr+0.750Downward 17.733 0.44241.064 2,902.320.442 Final Composite : +D+0.750Lr+0.750Upward 0.000 0.000 2,902.32 Final Composite : +D+0.750L+0.750SDownward 17.733 0.44241.110 2,902.320.442 Final Composite : +D+0.750L+0.750SUpward 0.000 0.000 2,902.32 Final Composite : +0.60D Downward 17.733 0.26540.146 2,902.320.265 Final Composite : +0.60D Upward 0.000 0.000 2,902.32 Final Composite : Lr Only Downward 17.733 0.081 2,902.32 Final Composite : Lr Only Upward 0.000 0.000 2,902.32 Final Composite : L Only Downward 17.733 1.014 2,902.32 Final Composite : L Only Upward 0.000 0.000 2,902.32 Final Composite : S Only Downward 17.733 0.142 2,902.32 Final Composite : S Only Upward 0.000 0.000 2,902.32 . Load Combination Support 1 Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 63.000 63.000 Precomposite Loads 8.750 8.750 NonComposite Removed 8.750 8.750 Final Composite : D Only 19.250 19.250 Final Composite : +D+L 63.000 63.000 Final Composite : +D+Lr 22.750 22.750 Final Composite : +D+S 25.375 25.375 Final Composite : +D+0.750Lr+0.75054.688 54.688 Final Composite : +D+0.750L+0.750S56.656 56.656 Final Composite : +0.60D 11.550 11.550 Final Composite : Lr Only 3.500 3.500 Final Composite : L Only 43.750 43.750 Final Composite : S Only 6.125 6.125 .Steel Section Properties :W21x62 R xx =1.770in Depth =21.000 in R yy =8.540 in Zy =21.700 in^3 J =1.830 in^4 Flange Width =8.240 in Flange Thick = 0.615 in Zx =144.000 in^3 Area = 18.300 in^2 Weight =62.000 plf = I xx =1,330.00 in^4 S xx =127.00 in^3Web Thick =0.400 in I yy =57.500 in^4 S yy 14.000 in^3 53 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - 35FT @ STORAGE Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span Number Analysis % Shear Plastic N.A.Sum Qn # Studs per Mn - Capacity Moment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. Location Type k-ftShear (k) Composite Section Properties PNA in Slab 1,330.06321.000 3,092.5100.0 915.000 3,668.41,058.25 PNA in Flange 1,330.06020.944 3,061.295.0 869.250 3,668.41,058.25 PNA in Flange 1,330.05720.889 3,026.890.0 823.500 3,668.41,058.25 PNA in Flange 1,330.05420.833 2,989.085.0 777.750 3,668.41,058.25 PNA in Flange 1,330.05020.778 2,947.780.0 732.000 3,668.41,058.25 PNA in Flange 1,330.04720.722 2,902.375.0 686.250 3,668.41,049.49 PNA in Flange 1,330.04420.667 2,852.670.0 640.500 3,668.41,032.04 PNA in Flange 1,330.04120.611 2,798.265.0 594.750 3,668.41,014.40 PNA in Flange 1,330.03820.556 2,738.760.0 549.000 3,668.4996.57 PNA in Flange 1,330.03520.500 2,673.455.0 503.250 3,668.4978.56 PNA in Flange 1,330.03220.445 2,601.850.0 457.500 3,668.4960.36 PNA in Flange 1,330.02920.389 2,523.345.0 411.750 3,668.4941.98 PNA in Web 1,330.02519.329 2,437.140.0 366.000 3,668.4907.45 PNA in Web 1,330.02218.185 2,342.435.0 320.250 3,668.4883.46 PNA in Web 1,330.01917.042 2,238.130.0 274.500 3,668.4855.11 PNA in Web 1,330.01615.898 2,123.025.0 228.750 3,668.4822.41 Span 1 54 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - PICK UP BEAM @ LOBBY Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Load Combination :ASCE 7-16 Beam is Fully Braced against lateral-torsional buckling by attached slab Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 10.0 Beam is UNSHORED for Concrete Placement 3/4" 14.650 4.0 145.0ftEffective Width Total Slab Thickness in Stud Diameter in Qn : Stud Capacity kConcrete Density pcf Concrete f'c ksi 2.063 12.0 7.0 5.0Perpendicular in in Rib Height inVerco, PLW2 FormlokMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load(s) for Span Number 1 Point Load : D = 8.80 k @ 8.0 ft, Pre & Post Composite Point Load : L = 45.0 k @ 8.0 ft, Post Composite Only .Design OKDESIGN SUMMARY MAX Bending Ratio =0.679 : 1 Load Combination +D+L Location of maximum 8.047 ft 28.482 k 25 Mn / Omega : Allow k-ft333.993 Vn/Omega : Allow W21x44 %% Composite Action Steel section Location of maximum Load Combination +D+L 144.90 kComposite Pre-Composite Mu : Applied MAX Shear Ratio =0.197 : 1 0.0 ft 238.024 k-ft 37.077 226.677 Vu : Applied Defl Ratio 1035 Defl Ratio 781 3186 DEFLECTIONS Max Downward 0.197 in Max Upward 0.000 in Max Downward 0.261 in Max Upward 0.000 in NonComposite FINAL Composite Transient Composite Defl Ratio Max Downward Max Upward in in 0.000 0.064 PreCompDL+PreCompLL L Only +D+L k-ft k-ftMn * Phi : Allowable Mu : Applied .Shear Stud Requirements From Support 0 to 8.05 ft use 12 studs. From 8.05 ft to Support 1 use 12 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios M V Vn / OmegaMnTr / Omega Va Pre Composite : D + Const L Span L = 17 ft 1 0.156 0.032 37.08 238.02 4.66 144.90 55 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - PICK UP BEAM @ LOBBY Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios M V Vn / OmegaMnTr / Omega Va Final Composite : D Only Span L = 17 ft 1 0.111 0.032 37.08 333.99 4.66 144.90 Final Composite : +D+L Span L = 17 ft 1 0.679 0.197 226.68 333.99 28.48 144.90 Final Composite : +D+0.750L Span L = 17 ft 1 0.537 0.155 179.28 333.99 22.53 144.90 Final Composite : +0.60D Span L = 17 ft 1 0.067 0.019 22.25 333.99 2.80 144.90 . NonComposite RemovedPre-Composite Location DEFLECTIONS (in)Ixx - Used Load Combination in Span (ft) Maximum Deflections for Load Combinations - Unfactored Loads in^4Composite Added PostFINAL Precomposite Downward 8.387 0.06400.000 843.00 Precomposite Upward 0.000 0.000 843.00 NonComposite Removed Downward 8.387 0.06400.000 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite : D Only Downward 8.387 0.06400.000 1,401.080.064 Final Composite : D Only Upward 0.000 0.000 1,401.08 Final Composite : +D+L Downward 8.387 0.06400.197 1,401.080.064 Final Composite : +D+L Upward 0.000 0.000 1,401.08 Final Composite : +D+0.750L Downward 8.387 0.06400.148 1,401.080.064 Final Composite : +D+0.750L Upward 0.000 0.000 1,401.08 Final Composite : +0.60D Downward 8.387 0.03840.000 1,401.080.038 Final Composite : +0.60D Upward 0.000 0.000 1,401.08 Final Composite : L Only Downward 8.387 0.197 1,401.08 Final Composite : L Only Upward 0.000 0.000 1,401.08 . Load Combination Support 1 Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 28.482 25.318 Precomposite Loads 4.659 4.141 NonComposite Removed 4.659 4.141 Final Composite : D Only 4.659 4.141 Final Composite : +D+L 28.482 25.318 Final Composite : +D+0.750L 22.526 20.024 Final Composite : +0.60D 2.795 2.485 Final Composite : L Only 23.824 21.176 .Steel Section Properties :W21x44 R xx =1.260in Depth =20.700 in R yy =8.060 in Zy =10.200 in^3 J =0.770 in^4 Flange Width =6.500 in Flange Thick = 0.450 in Zx =95.400 in^3 Area = 13.000 in^2 Weight =44.000 plf = I xx =843.00 in^4 S xx =81.60 in^3Web Thick =0.350 in I yy =20.700 in^4 S yy 6.370 in^3 Span Number Analysis % Shear Plastic N.A.Sum Qn # Studs per Mn - Capacity Moment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. Location Type k-ftShear (k) Composite Section Properties PNA in Slab 843.04520.700 2,126.7100.0 650.000 2,645.6761.23 PNA in Flange 843.04320.650 2,100.995.0 617.500 2,645.6761.23 PNA in Flange 843.04020.600 2,073.090.0 585.000 2,645.6761.23 PNA in Flange 843.03820.550 2,042.885.0 552.500 2,645.6761.23 PNA in Flange 843.03620.500 2,010.180.0 520.000 2,645.6749.97 PNA in Flange 843.03420.450 1,974.875.0 487.500 2,645.6737.82 PNA in Flange 843.03220.400 1,936.570.0 455.000 2,645.6725.56 PNA in Flange 843.02920.350 1,895.065.0 422.500 2,645.6713.18 PNA in Flange 843.02720.300 1,850.060.0 390.000 2,645.6700.69 PNA in Flange 843.02520.250 1,801.155.0 357.500 2,645.6688.08 PNA in Web 843.02319.321 1,748.050.0 325.000 2,645.6662.79 PNA in Web 843.02018.393 1,690.345.0 292.500 2,645.6646.82 PNA in Web 843.01817.464 1,627.340.0 260.000 2,645.6628.33 PNA in Web 843.01616.536 1,558.635.0 227.500 2,645.6607.32 PNA in Web 843.01415.607 1,483.430.0 195.000 2,645.6583.80 PNA in Web 843.01214.679 1,401.125.0 162.500 2,645.6557.77 Span 1 56 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - 15FT @ ELEV Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Load Combination :ASCE 7-16 Beam is Fully Braced against lateral-torsional buckling by attached slab Allowable Stress Design Fy : Steel Yield :50.0 ksi Beam Bracing : E: Modulus :29,000.0 Composite Beam Section Data 4.50 3.0 Beam is UNSHORED for Concrete Placement 3/4" 14.650 4.0 145.0ftEffective Width Total Slab Thickness in Stud Diameter in Qn : Stud Capacity kConcrete Density pcf Concrete f'c ksi 2.063 12.0 7.0 5.0Perpendicular in in Rib Height inVerco, PLW2 FormlokMetal Deck . . .Top Width inRib Spacing Btm WidthRibs : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : D = 0.010, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 10.0 ft, Post Composite Only Uniform Load : D = 0.050, L = 0.1250 ksf, Tributary Width = 10.0 ft, Post Composite Only Uniform Load : D = 0.050 ksf, Tributary Width = 10.0 ft, Pre & Post Composite Uniform Load : L = 0.1250 ksf, Tributary Width = 10.0 ft, Post Composite Only .Design OKDESIGN SUMMARY MAX Bending Ratio =0.506 : 1 Load Combination +D+L Location of maximum 7.50 ft 27.0 k 75 Mn / Omega : Allow k-ft200.212 Vn/Omega : Allow W14x30 %% Composite Action Steel section Location of maximum Load Combination +D+L 74.520 kComposite Pre-Composite Mu : Applied MAX Shear Ratio =0.362 : 1 0.0 ft 118.014 k-ft 14.063 101.250 Vu : Applied Defl Ratio 1120 Defl Ratio 673 2638 DEFLECTIONS Max Downward 0.161 in Max Upward 0.000 in Max Downward 0.267 in Max Upward 0.000 in NonComposite FINAL Composite Transient Composite Defl Ratio Max Downward Max Upward in in 0.000 0.068 PreCompDL+PreCompLL L Only +D+L k-ft k-ftMn * Phi : Allowable Mu : Applied .Shear Stud Requirements From Support 0 to 7.50 ft use 16 studs. From 7.50 ft to Support 1 use 16 studs. .Maximum Forces & Stresses for Load Combinations Span # Bending SummaryLoad Comb & Design Length Shear Summary Mu-Applied Max Stress Ratios M V Vn / OmegaMnTr / Omega Va 57 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - 15FT @ ELEV Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Pre Composite : D + Const L Span L = 15 ft 1 0.119 0.050 14.06 118.01 3.75 74.52 Final Composite : D Only Span L = 15 ft 1 0.155 0.111 30.94 200.21 8.25 74.52 Final Composite : +D+L Span L = 15 ft 1 0.506 0.362 101.25 200.21 27.00 74.52 Final Composite : +D+Lr Span L = 15 ft 1 0.183 0.131 36.56 200.21 9.75 74.52 Final Composite : +D+S Span L = 15 ft 1 0.204 0.146 40.78 200.21 10.88 74.52 Final Composite : +D+0.750Lr+0.750L Span L = 15 ft 1 0.439 0.315 87.89 200.21 23.44 74.52 Final Composite : +D+0.750L+0.750S Span L = 15 ft 1 0.455 0.326 91.05 200.21 24.28 74.52 Final Composite : +0.60D Span L = 15 ft 1 0.093 0.066 18.56 200.21 4.95 74.52 . NonComposite RemovedPre-Composite Location DEFLECTIONS (in)Ixx - Used Load Combination in Span (ft) Maximum Deflections for Load Combinations - Unfactored Loads in^4Composite Added PostFINAL Precomposite Downward 7.600 0.06820.000 291.00 Precomposite Upward 0.000 0.000 291.00 NonComposite Removed Downward 7.600 0.06820.000 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite : D Only Downward 7.600 0.06820.039 617.780.068 Final Composite : D Only Upward 0.000 0.000 617.78 Final Composite : +D+L Downward 7.600 0.06820.199 617.780.068 Final Composite : +D+L Upward 0.000 0.000 617.78 Final Composite : +D+Lr Downward 7.600 0.06820.051 617.780.068 Final Composite : +D+Lr Upward 0.000 0.000 617.78 Final Composite : +D+S Downward 7.600 0.06820.061 617.780.068 Final Composite : +D+S Upward 0.000 0.000 617.78 Final Composite : +D+0.750Lr+0.750Downward 7.600 0.06820.169 617.780.068 Final Composite : +D+0.750Lr+0.750Upward 0.000 0.000 617.78 Final Composite : +D+0.750L+0.750SDownward 7.600 0.06820.176 617.780.068 Final Composite : +D+0.750L+0.750SUpward 0.000 0.000 617.78 Final Composite : +0.60D Downward 7.600 0.04090.023 617.780.041 Final Composite : +0.60D Upward 0.000 0.000 617.78 Final Composite : Lr Only Downward 7.600 0.013 617.78 Final Composite : Lr Only Upward 0.000 0.000 617.78 Final Composite : L Only Downward 7.600 0.161 617.78 Final Composite : L Only Upward 0.000 0.000 617.78 Final Composite : S Only Downward 7.600 0.022 617.78 Final Composite : S Only Upward 0.000 0.000 617.78 . Load Combination Support 1 Support 2 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 27.000 27.000 Precomposite Loads 3.750 3.750 NonComposite Removed 3.750 3.750 Final Composite : D Only 8.250 8.250 Final Composite : +D+L 27.000 27.000 Final Composite : +D+Lr 9.750 9.750 Final Composite : +D+S 10.875 10.875 Final Composite : +D+0.750Lr+0.75023.438 23.438 Final Composite : +D+0.750L+0.750S24.281 24.281 Final Composite : +0.60D 4.950 4.950 Final Composite : Lr Only 1.500 1.500 Final Composite : L Only 18.750 18.750 Final Composite : S Only 2.625 2.625 .Steel Section Properties :W14x30 R xx =1.490in Depth =13.800 in R yy =5.730 in Zy =8.990 in^3 J =0.380 in^4 Flange Width =6.730 in Flange Thick = 0.385 in Zx =47.300 in^3 Area = 8.850 in^2 Weight =30.000 plf = I xx =291.00 in^4 S xx =42.00 in^3Web Thick =0.270 in I yy =19.600 in^4 S yy 5.820 in^3 58 Composite Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLR JOIST - 15FT @ ELEV Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Span Number Analysis % Shear Plastic N.A.Sum Qn # Studs per Mn - Capacity Moment of Inertia I-SteelConnection I-Trans1/2 Spanfrom Bottom I-Lwr BoundPlastic N. A. Location Type k-ftShear (k) Composite Section Properties PNA in Flange 291.02113.586 660.4100.0 298.289 805.4353.72 PNA in Flange 291.02013.564 653.495.0 283.374 805.4353.72 PNA in Flange 291.01913.541 645.890.0 268.460 805.4351.38 PNA in Flange 291.01813.519 637.385.0 253.545 805.4345.73 PNA in Flange 291.01713.497 628.080.0 238.631 805.4340.05 PNA in Flange 291.01613.475 617.875.0 223.717 805.4334.35 PNA in Flange 291.01513.453 606.670.0 208.802 805.4328.63 PNA in Flange 291.01413.431 594.465.0 193.888 805.4322.89 PNA in Flange 291.01313.408 581.160.0 178.973 805.4317.13 PNA in Web 291.01212.699 566.655.0 164.059 805.4305.21 PNA in Web 291.01112.146 550.850.0 149.144 805.4298.41 PNA in Web 291.01011.594 533.645.0 134.230 805.4290.92 PNA in Web 291.0911.042 514.840.0 119.316 805.4282.75 PNA in Web 291.0810.489 494.435.0 104.401 805.4273.89 PNA in Web 291.079.937 472.330.0 89.487 805.4264.35 PNA in Web 291.069.385 448.125.0 74.572 805.4254.12 Span 1 59 Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:WALL BEAM - LOAD BEARING 30FT Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0350 ksf, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.050, L = 0.1250 ksf, Tributary Width = 5.0 ft, (3RD FLOOR) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.644 : 1 Load Combination +D+L Span # where maximum occurs Span # 1 14.250 k Mn / Omega : Allowable 165.918 k-ft Vn/Omega : Allowable W18x35Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L 106.20 k Section used for this span W18x35 Ma : Applied Maximum Shear Stress Ratio =0.134 : 1 0.000 ft 106.875 k-ft Va : Applied 0 <360 306 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.773 in 465Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.176 in Ratio =>=180 Max Upward Total Deflection 0.000 in Span: 1 : L Only Span: 1 : +D+L .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 30.00 ft 1 0.220 0.046 36.56 36.56 277.08 165.92 1.00 1.00 4.88 159.30 106.20 +D+L Dsgn. L = 30.00 ft 1 0.644 0.134 106.88 106.88 277.08 165.92 1.00 1.00 14.25 159.30 106.20 +D+S Dsgn. L = 30.00 ft 1 0.339 0.071 56.25 56.25 277.08 165.92 1.00 1.00 7.50 159.30 106.20 +D+0.750L Dsgn. L = 30.00 ft 1 0.538 0.112 89.30 89.30 277.08 165.92 1.00 1.00 11.91 159.30 106.20 +D+0.750L+0.750S Dsgn. L = 30.00 ft 1 0.627 0.131 104.06 104.06 277.08 165.92 1.00 1.00 13.88 159.30 106.20 +0.60D Dsgn. L = 30.00 ft 1 0.132 0.028 21.94 21.94 277.08 165.92 1.00 1.00 2.93 159.30 106.20 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 1.1760 15.086 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 14.250 14.250 60 Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:WALL BEAM - LOAD BEARING 30FT Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MINimum 2.625 2.625 D Only 4.875 4.875 +D+L 14.250 14.250 +D+S 7.500 7.500 +D+0.750L 11.906 11.906 +D+0.750L+0.750S 13.875 13.875 +0.60D 2.925 2.925 L Only 9.375 9.375 S Only 2.625 2.625 61 Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:WALL BEAM - NON-BEARING 30FT Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0350 ksf, Tributary Width = 3.0 ft, (ROOF) Uniform Load : D = 0.050, L = 0.1250 ksf, Tributary Width = 3.0 ft, (3RD FLOOR) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.581 : 1 Load Combination +D+L Span # where maximum occurs Span # 1 8.550 k Mn / Omega : Allowable 110.279 k-ft Vn/Omega : Allowable W16x26Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L 70.509 k Section used for this span W16x26 Ma : Applied Maximum Shear Stress Ratio =0.121 : 1 0.000 ft 64.125 k-ft Va : Applied 0 <360 301 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.786 in 457Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.196 in Ratio =>=180 Max Upward Total Deflection 0.000 in Span: 1 : L Only Span: 1 : +D+L .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 30.00 ft 1 0.199 0.041 21.94 21.94 184.17 110.28 1.00 1.00 2.93 117.75 70.51 +D+L Dsgn. L = 30.00 ft 1 0.581 0.121 64.13 64.13 184.17 110.28 1.00 1.00 8.55 117.75 70.51 +D+S Dsgn. L = 30.00 ft 1 0.306 0.064 33.75 33.75 184.17 110.28 1.00 1.00 4.50 117.75 70.51 +D+0.750L Dsgn. L = 30.00 ft 1 0.486 0.101 53.58 53.58 184.17 110.28 1.00 1.00 7.14 117.75 70.51 +D+0.750L+0.750S Dsgn. L = 30.00 ft 1 0.566 0.118 62.44 62.44 184.17 110.28 1.00 1.00 8.33 117.75 70.51 +0.60D Dsgn. L = 30.00 ft 1 0.119 0.025 13.16 13.16 184.17 110.28 1.00 1.00 1.76 117.75 70.51 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 1.1955 15.086 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 8.550 8.550 62 Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:WALL BEAM - NON-BEARING 30FT Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MINimum 1.575 1.575 D Only 2.925 2.925 +D+L 8.550 8.550 +D+S 4.500 4.500 +D+0.750L 7.144 7.144 +D+0.750L+0.750S 8.325 8.325 +0.60D 1.755 1.755 L Only 5.625 5.625 S Only 1.575 1.575 63 64 65 66 67 68 69 70 71 SCAFCO Steel Stud Mfg. 2007 North American Specification [AISI S100] ASD DATE: 4/19/2022 SECTION DESIGNATION: 600S162-68 [50] Single Input Properties: Web Height = 6.000 in Design Thickness = 0.0713 in Top Flange = 1.625 in Inside Corner Radius = 0.1070 in Bottom Flange = 1.625 in Yield Point, Fy = 50.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 56.6 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data - Simple Span Wall Height 10.00 ft Deflection Limit L/120 Lateral Pressure 5.00 psf Axial Load 5000 lb Stud Spacing 24.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax = 125 Ft-Lb <= Ma = 3289 Ft-Lb & Ma(distortional) = 2975 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Deflection Limit: L/120 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.022 in Deflection Ratio = L/5545 Check Shear Vmax = 50 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 5350 lb >= Vmax Check Web Crippling Rmax = 50 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 914 lb >= Rmax, stiffeners not required Check Axial Interactions P = 5000 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt = 60.0 in Max KL/r = 107 Allowable Pure Axial Load, Pa = 5885 lb : Axial Load Ratio, P/Pa = 0.850 K-phi for Distortional Buckling = 0 lb*in/in Check Equation C5.2.1-1 Check Equation C5.2.1-2 Cmx = 1.00 Pao = 11860 lb Pcr = 71265 lb Alpha = 0.865 Equation C5.2.1-1 = 0.898 Equation C5.2.1-2 = 0.464 Maximum Interaction = 0.898 <=1.0 72 SCAFCO Steel Stud Mfg. 2007 North American Specification [AISI S100] ASD DATE: 4/19/2022 SECTION DESIGNATION: 600S162-68 [50] Single Input Properties: Web Height = 6.000 in Design Thickness = 0.0713 in Top Flange = 1.625 in Inside Corner Radius = 0.1070 in Bottom Flange = 1.625 in Yield Point, Fy = 50.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 56.6 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data - Simple Span Wall Height 12.50 ft Deflection Limit L/120 Lateral Pressure 5.00 psf Axial Load 5000 lb Stud Spacing 24.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax = 195 Ft-Lb <= Ma = 3289 Ft-Lb & Ma(distortional) = 2975 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Deflection Limit: L/120 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.053 in Deflection Ratio = L/2839 Check Shear Vmax = 63 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 5350 lb >= Vmax Check Web Crippling Rmax = 63 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 914 lb >= Rmax, stiffeners not required Check Axial Interactions P = 5000 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt = 50.0 in Max KL/r = 89 Allowable Pure Axial Load, Pa = 7279 lb : Axial Load Ratio, P/Pa = 0.687 K-phi for Distortional Buckling = 0 lb*in/in Check Equation C5.2.1-1 Check Equation C5.2.1-2 Cmx = 1.00 Pao = 11860 lb Pcr = 45610 lb Alpha = 0.790 Equation C5.2.1-1 = 0.770 Equation C5.2.1-2 = 0.487 Maximum Interaction = 0.770 <=1.0 73 Section : 4CS2.5x059(50 ksi) @ 15" o.c. Single C Stud (unpunched) Maxo =1707.1 ft-lb 3663.5 lbVa =I =1.56 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Span KyLy, KtLt Flexual, Distortional Connector Stress Ratio Axial Span Mid-Pt, Mid-PtMid-Pt, 132.0" LSUBH3.25 (Min) 0.94 Web Crippling Support Load (lb) (in)Max Int. Stiffener? Bearing Pa M (lb)(ft-lbs) R2 34.4 1.00 NO0.0 0.03616.4 R1 34.4 1.00 NO0.0 0.03616.4 Gravity Load Type Load (lb) Uniform 18.75plf P1y 5000.00lb @ 10.00ft Code Check Required Interaction NotesAllowed Max. Axial, lbs 5206.3(c) 89%.˓ OELQLQ0D[./U 5845.7(c)Span Max. Shear, lbs 34.4 1%6KHDU3XQFKHG3663.5 Max. Moment (MaFy, Ma-dist), ft-lbs 94.5 6%0DGLVWFRQWURO.˓ OELQLQ1689.1 Moment Stability, ft-lbs 94.5 6%1691.5 Shear/Moment 0.06 6%6KHDU0RPHQW1.00 Axial/Moment 0.96 96%$[LDOF0RPHQW1.00 Deflection Span, in 0.045 --meets L/2948-- Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector Connector Interaction Anchor Interaction 0.00 %R2 34.4 0.0 0.00 %NA with Custom CFS & NA 0.00 %R1 34.4 5206.3 0.00 %NA with Custom CFS & NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - 3RD FROM TOP Model:TYPICAL WALL STUD - 3RD FROM TOP 2012 NASPEC [AISI S100-2012]Code: Page 1 of 1 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 74 Section : 4CS2.5x059(50 ksi) Single C Stud Maxo =1707.1 ft-lb Fy =50 ksi 3663.5 lbVa =Moment of Intertia, I =1.56 in^4 Span Flexural Stability Details Mpos (ft-lb) 94.5 X-Dist (ft)5.50 Bracing (in) Mid-Pt MA (ft-lb)88.6 MB (ft-lb)70.9 MC (ft-lb)41.4 Mmax (ft-lb) 94.5 Cb 1.30 ry (in)0.95 ro (in)2.92 A (in)^2 0.59 Jx1000 (in^4) 0.68 Cw (in^6)2.29 KyLy & KtLt (in) 66.0 SIGMAey (ksi) 60.63 SIGMAt (ksi) 32.13 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - 3RD FROM TOP Model:TYPICAL WALL STUD - 3RD FROM TOP 2012 NASPEC [AISI S100-2012]Code: Page 1 of 3 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 75 Me (in-k)98.16 My (in-k)38.97 Mc (in-k)38.53 Sf (in^3)0.78 Sc (in^3)0.69 Ma (ft-lb)1691.5 Af in^2 Jf in^4 Ixf in^4 Iyf in^4 Ixyf in^4 Distortional Buckling Details - Flexure Flange Properties Xof in Iof in hxf in Yof in Cwf in^6 hyf in 0.1879 0.2180 6.7094 0.1216 0.0153 0.2942 0.9355 -0.0868 -1.5055 0.0000Top-0.0868 0.1879 0.2180 6.7094 0.1216 0.0153 0.2942 0.9355 -0.0868 -1.5055 0.0000Bottom-0.0868 Span /FULQ21.08 /PLQ132.00 .ǾIHOE470.78 .ǾIJLQA0.01296 .ǾZHOE431.80 .ǾZJ[LQA0.24623 .ǾOE0.00 %HWD 1.00 )GNVL68.37 0FUGIWOE4440.73 0\IWOE3247.8 /DPEGDG0.8552 0QGIWOE2820.7 0DGIWOE1689.1 Distortional Buckling Details - Axial Span Lcr (in)23.32 Lm (in)132.00 K(phi) (lb)0.0 Pa-d (lb)12325.7 Combined Bending and Axial Span Loc'n of max intr. from B.O. Segment) (ft) 4.906 Moment (ft-lb)93.4286 Axial load at Max Intr. (lb)5114.3 Mafy (ft-lb)1707.1 Ma Dist (ft-lb)1689.06 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - 3RD FROM TOP Model:TYPICAL WALL STUD - 3RD FROM TOP 2012 NASPEC [AISI S100-2012]Code: Page 2 of 3 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 76 Ma Brc (ft-lb)1691.55 KxLx (in)132.0 KyLy (in)66.0 KtLt (in)66.0 SIGMAex (ksi)44.4 SIGMAey (ksi)60.6 SIGMAt (ksi)32.1 Beta 0.42 Fe (ksi)21.1 Fn (ksi)18.5 Pa (lb)5845.7 Wind/EQ Factor 1.00 P/Pa 0.875 Eq. ( C5.2.1-1 ) M1 (ft-lb)0.0 M2 (ft-lb)34.0 Cmx 1.0 Pcr_x (kips)26.0 ALPHAx 0.647 Intr ( C5.2.1-1 ) Value 0.960 Eq. ( C5.2.1-2 ) Pao (lb)12221.2 Intr ( C5.2.1-2 ) Value 0.474 Eq. ( C5.2.1-3 ) Intr ( C5.2.1-3 ) Value 0.930 Controlling P/M Interaction 0.960 Tension/Moment Interaction NA www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - 3RD FROM TOP Model:TYPICAL WALL STUD - 3RD FROM TOP 2012 NASPEC [AISI S100-2012]Code: Page 3 of 3 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 77 Section: 4CS2.5x059(50 ksi) @ 15" o.c. Single C Stud (unpunched) Maxo =1707.1 ft-lb 3663.5 lbVa =I =1.56 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Cantilever deflection ratio determined with length of 2 x parapet and delta of parapet Flexural and Deflection Mmax (ft-lb) Mmax/ Maxo Mpos (ft-lb) Bracing (in) Ma-Brc (ft-lb) Mpos/ Ma-Brc Deflection (in)Ratio Span 94.5 0.055 94.5 Mid-Pt 1691.5 0.056 0.045 L/2948 Distortional Buckling K-phi (lb-in/in) Lm brace (in) Ma-dist (ft-lb) Mmax/ Ma-dist Span 0.00 132.0 1689.1 0.056 Support or Pt Load Load P(lb) Bearing (in) Pa (lb) Pn (lb) Mmax (ft-lb) Intr. Value Stiffeners Required? Bending and Web Crippling R2 34.4 1.00 616.4 1078.6 0.0 0.03 NO R1 34.4 1.00 616.4 1078.6 0.0 0.03 NO Support or Pt Load Vmax (lb) Mmax (ft-lb) Va Factor V/Va M/Ma V + M Intr. Bending and Shear www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - 3RD FROM TOP Model:TYPICAL WALL STUD - 3RD FROM TOP 2012 NASPEC [AISI S100-2012]Code: Page 1 of 2 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 78 R1 34.4 0.0 0.01 0.00 0.011.00 R2 34.4 0.0 0.01 0.00 0.011.00 Combined Bending and Axial Axial Ld (lb)KyLy KtLt Max KL/r K-phi (lb-in/in) Lm Bracing (in) Allow load(lb) P/Pa Intr. Value Bracing(in) Span 5206.3(c)Mid-Pt 81 0.0 132.0 5845.7(c)Mid-Pt 0.89 0.96 Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Connector Interaction Anchor Interaction Simpson Strong-Tie Connectors 0.00 %R2 34.38 0 0.00 %NA with Custom CFS & NA 0.00 %R1 34.38 5206.25 0.00 %NA with Custom CFS & NA Span/Parapet Bracing Length(in.) Design Number of Braces Pn(lb.) SUBH (Min)¹ SUBH (Max)¹ MSUBH (Min)¹ Simpson Strong-Tie Wall Stud Bridging Connectors MSUBH (Max)¹ LSUBH (Min)¹ LSUBH (Max)¹ Design Method = AISI S100 Span 66 10522.3 NO GOOD (1.04) NO GOOD (1.04) No Soln1 No SolnOK (0.94) OK (0.86) 1) Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back, box, or built-up sections. 3) Reference Notes: 4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. for latest load data, important information, and general notes. www.strongtie.com www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - 3RD FROM TOP Model:TYPICAL WALL STUD - 3RD FROM TOP 2012 NASPEC [AISI S100-2012]Code: Page 2 of 2 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 79 Section : 4CS2.5x059(50 ksi) @ 30" o.c. Single C Stud (unpunched) Maxo =1707.1 ft-lb 3663.5 lbVa =I =1.56 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Span KyLy, KtLt Flexual, Distortional Connector Stress Ratio Axial Span Mid-Pt, Mid-PtMid-Pt, 120.0" N/A - Web Crippling Support Load (lb) (in)Max Int. Stiffener? Bearing Pa M (lb)(ft-lbs) R2 62.5 1.00 NO0.0 0.05616.4 R1 62.5 1.00 NO0.0 0.05616.4 Gravity Load Type Load (lb) Uniform 37.50plf P1y 5500.00lb @ 10.00ft Code Check Required Interaction NotesAllowed Max. Axial, lbs 5875.0(c) 86%.˓ OELQLQ0D[./U 6810.8(c)Span Max. Shear, lbs 62.5 2%6KHDU3XQFKHG3663.5 Max. Moment (MaFy, Ma-dist), ft-lbs 156.3 9%0DGLVWFRQWURO.˓ OELQLQ1689.1 Moment Stability, ft-lbs 156.3 9%1707.1 Shear/Moment 0.09 9%6KHDU0RPHQW1.00 Axial/Moment 0.97 97%$[LDOF0RPHQW1.00 Deflection Span, in 0.061 --meets L/1962-- Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector Connector Interaction Anchor Interaction 0.00 %R2 62.5 0.0 0.00 %NA with Custom CFS & NA 0.00 %R1 62.5 5875.0 0.00 %NA with Custom CFS & NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - 2ND FROM TOP Model:TYPICAL WALL STUD - TOP LEVEL 2012 NASPEC [AISI S100-2012]Code: Page 1 of 1 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 80 Section : 4CS2.5x059(50 ksi) Single C Stud Maxo =1707.1 ft-lb Fy =50 ksi 3663.5 lbVa =Moment of Intertia, I =1.56 in^4 Span Flexural Stability Details Mpos (ft-lb) 156.3 X-Dist (ft)5.00 Bracing (in) Mid-Pt MA (ft-lb)146.5 MB (ft-lb)117.2 MC (ft-lb)68.4 Mmax (ft-lb) 156.3 Cb 1.30 ry (in)0.95 ro (in)2.92 A (in)^2 0.59 Jx1000 (in^4) 0.68 Cw (in^6)2.29 KyLy & KtLt (in) 60.0 SIGMAey (ksi) 73.37 SIGMAt (ksi) 38.55 Me (in-k)118.28 My (in-k)38.97 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - 2ND FROM TOP Model:TYPICAL WALL STUD - TOP LEVEL 2012 NASPEC [AISI S100-2012]Code: Page 1 of 3 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 81 Mc (in-k)38.97 Sf (in^3)0.78 Sc (in^3)0.68 Ma (ft-lb)1707.1 Af in^2 Jf in^4 Ixf in^4 Iyf in^4 Ixyf in^4 Distortional Buckling Details - Flexure Flange Properties Xof in Iof in hxf in Yof in Cwf in^6 hyf in 0.1879 0.2180 6.7094 0.1216 0.0153 0.2942 0.9355 -0.0868 -1.5055 0.0000Top-0.0868 0.1879 0.2180 6.7094 0.1216 0.0153 0.2942 0.9355 -0.0868 -1.5055 0.0000Bottom-0.0868 Span /FULQ21.08 /PLQ120.00 .ǾIHOE470.78 .ǾIJLQA0.01296 .ǾZHOE431.80 .ǾZJ[LQA0.24623 .ǾOE0.00 %HWD 1.00 )GNVL68.37 0FUGIWOE4440.73 0\IWOE3247.8 /DPEGDG0.8552 0QGIWOE2820.7 0DGIWOE1689.1 Distortional Buckling Details - Axial Span Lcr (in)23.32 Lm (in)120.00 K(phi) (lb)0.0 Pa-d (lb)12325.7 Combined Bending and Axial Span Loc'n of max intr. from B.O. Segment) (ft) 4.46 Moment (ft-lb)154.4275 Axial load at Max Intr. (lb)5707.8 Mafy (ft-lb)1707.1 Ma Dist (ft-lb)1689.06 Ma Brc (ft-lb)1707.09 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - 2ND FROM TOP Model:TYPICAL WALL STUD - TOP LEVEL 2012 NASPEC [AISI S100-2012]Code: Page 2 of 3 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 82 KxLx (in)120.0 KyLy (in)60.0 KtLt (in)60.0 SIGMAex (ksi)53.8 SIGMAey (ksi)73.4 SIGMAt (ksi)38.6 Beta 0.42 Fe (ksi)25.4 Fn (ksi)21.9 Pa (lb)6810.8 Wind/EQ Factor 1.00 P/Pa 0.838 Eq. ( C5.2.1-1 ) M1 (ft-lb)0.0 M2 (ft-lb)56.3 Cmx 1.0 Pcr_x (kips)31.5 ALPHAx 0.674 Intr ( C5.2.1-1 ) Value 0.974 Eq. ( C5.2.1-2 ) Pao (lb)12221.2 Intr ( C5.2.1-2 ) Value 0.558 Eq. ( C5.2.1-3 ) Intr ( C5.2.1-3 ) Value 0.929 Controlling P/M Interaction 0.974 Tension/Moment Interaction NA www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - 2ND FROM TOP Model:TYPICAL WALL STUD - TOP LEVEL 2012 NASPEC [AISI S100-2012]Code: Page 3 of 3 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 83 Section: 4CS2.5x059(50 ksi) @ 30" o.c. Single C Stud (unpunched) Maxo =1707.1 ft-lb 3663.5 lbVa =I =1.56 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Cantilever deflection ratio determined with length of 2 x parapet and delta of parapet Flexural and Deflection Mmax (ft-lb) Mmax/ Maxo Mpos (ft-lb) Bracing (in) Ma-Brc (ft-lb) Mpos/ Ma-Brc Deflection (in)Ratio Span 156.3 0.092 156.3 Mid-Pt 1707.1 0.092 0.061 L/1962 Distortional Buckling K-phi (lb-in/in) Lm brace (in) Ma-dist (ft-lb) Mmax/ Ma-dist Span 0.00 120.0 1689.1 0.093 Support or Pt Load Load P(lb) Bearing (in) Pa (lb) Pn (lb) Mmax (ft-lb) Intr. Value Stiffeners Required? Bending and Web Crippling R2 62.5 1.00 616.4 1078.6 0.0 0.05 NO R1 62.5 1.00 616.4 1078.6 0.0 0.05 NO Support or Pt Load Vmax (lb) Mmax (ft-lb) Va Factor V/Va M/Ma V + M Intr. Bending and Shear R1 62.5 0.0 0.02 0.00 0.021.00 R2 62.5 0.0 0.02 0.00 0.021.00 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - 2ND FROM TOP Model:TYPICAL WALL STUD - TOP LEVEL 2012 NASPEC [AISI S100-2012]Code: Page 1 of 2 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 84 Combined Bending and Axial Axial Ld (lb)KyLy KtLt Max KL/r K-phi (lb-in/in) Lm Bracing (in) Allow load(lb) P/Pa Intr. Value Bracing(in) Span 5875.0(c)Mid-Pt 74 0.0 120.0 6810.8(c)Mid-Pt 0.86 0.97 Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Connector Interaction Anchor Interaction Simpson Strong-Tie Connectors 0.00 %R2 62.50 0 0.00 %NA with Custom CFS & NA 0.00 %R1 62.50 5875 0.00 %NA with Custom CFS & NA Span/Parapet Bracing Length(in.) Design Number of Braces Pn(lb.) SUBH (Min)¹ SUBH (Max)¹ MSUBH (Min)¹ Simpson Strong-Tie Wall Stud Bridging Connectors MSUBH (Max)¹ LSUBH (Min)¹ LSUBH (Max)¹ Design Method = AISI S100 Span 60 12259.4 NO GOOD (1.29) NO GOOD (1.29) No Soln1 No SolnNO GOOD (1.17) NO GOOD (1.07) 1) Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back, box, or built-up sections. 3) Reference Notes: 4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. for latest load data, important information, and general notes. www.strongtie.com www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - 2ND FROM TOP Model:TYPICAL WALL STUD - TOP LEVEL 2012 NASPEC [AISI S100-2012]Code: Page 2 of 2 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 85 Section : 4CS2.5x059(50 ksi) @ 60" o.c. Single C Stud (unpunched) Maxo =1707.1 ft-lb 3663.5 lbVa =I =1.56 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Span KyLy, KtLt Flexual, Distortional Connector Stress Ratio Axial Span Mid-Pt, Mid-PtMid-Pt, 144.0" N/A - Web Crippling Support Load (lb) (in)Max Int. Stiffener? Bearing Pa M (lb)(ft-lbs) R2 150.0 1.00 NO0.0 0.13616.4 R1 150.0 1.00 NO0.0 0.13616.4 Gravity Load Type Load (lb) Uniform 75.00plf P1y 2500.00lb @ 12.00ft Code Check Required Interaction NotesAllowed Max. Axial, lbs 3400.0(c) 68%.˓ OELQLQ0D[./U 5022.2(c)Span Max. Shear, lbs 150.0 4%6KHDU3XQFKHG3663.5 Max. Moment (MaFy, Ma-dist), ft-lbs 450.0 27%0DGLVWFRQWURO.˓ OELQLQ1689.1 Moment Stability, ft-lbs 450.0 27%1660.6 Shear/Moment 0.26 26%6KHDU0RPHQW1.00 Axial/Moment 0.95 95%$[LDOF0RPHQW1.00 Deflection Span, in 0.254 --meets L/568-- Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector Connector Interaction Anchor Interaction 0.00 %R2 150.0 0.0 0.00 %NA with Custom CFS & NA 0.00 %R1 150.0 3400.0 0.00 %NA with Custom CFS & NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - ROOF Model:TYPICAL WALL STUD - TOP LEVEL 2012 NASPEC [AISI S100-2012]Code: Page 1 of 1 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 86 Section : 4CS2.5x059(50 ksi) Single C Stud Maxo =1707.1 ft-lb Fy =50 ksi 3663.5 lbVa =Moment of Intertia, I =1.56 in^4 Span Flexural Stability Details Mpos (ft-lb) 450.0 X-Dist (ft)6.00 Bracing (in) Mid-Pt MA (ft-lb)421.9 MB (ft-lb)337.5 MC (ft-lb)196.9 Mmax (ft-lb) 450.0 Cb 1.30 ry (in)0.95 ro (in)2.92 A (in)^2 0.59 Jx1000 (in^4) 0.68 Cw (in^6)2.29 KyLy & KtLt (in) 72.0 SIGMAey (ksi) 50.95 SIGMAt (ksi) 27.24 Me (in-k)82.86 My (in-k)38.97 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - ROOF Model:TYPICAL WALL STUD - TOP LEVEL 2012 NASPEC [AISI S100-2012]Code: Page 1 of 3 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 87 Mc (in-k)37.65 Sf (in^3)0.78 Sc (in^3)0.69 Ma (ft-lb)1660.6 Af in^2 Jf in^4 Ixf in^4 Iyf in^4 Ixyf in^4 Distortional Buckling Details - Flexure Flange Properties Xof in Iof in hxf in Yof in Cwf in^6 hyf in 0.1879 0.2180 6.7094 0.1216 0.0153 0.2942 0.9355 -0.0868 -1.5055 0.0000Top-0.0868 0.1879 0.2180 6.7094 0.1216 0.0153 0.2942 0.9355 -0.0868 -1.5055 0.0000Bottom-0.0868 Span /FULQ21.08 /PLQ144.00 .ǾIHOE470.78 .ǾIJLQA0.01296 .ǾZHOE431.80 .ǾZJ[LQA0.24623 .ǾOE0.00 %HWD 1.00 )GNVL68.37 0FUGIWOE4440.73 0\IWOE3247.8 /DPEGDG0.8552 0QGIWOE2820.7 0DGIWOE1689.1 Distortional Buckling Details - Axial Span Lcr (in)23.32 Lm (in)144.00 K(phi) (lb)0.0 Pa-d (lb)12325.7 Combined Bending and Axial Span Loc'n of max intr. from B.O. Segment) (ft) 5.112 Moment (ft-lb)440.1432 Axial load at Max Intr. (lb)3016.6 Mafy (ft-lb)1707.1 Ma Dist (ft-lb)1689.06 Ma Brc (ft-lb)1660.64 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - ROOF Model:TYPICAL WALL STUD - TOP LEVEL 2012 NASPEC [AISI S100-2012]Code: Page 2 of 3 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 88 KxLx (in)144.0 KyLy (in)72.0 KtLt (in)72.0 SIGMAex (ksi)37.3 SIGMAey (ksi)50.9 SIGMAt (ksi)27.2 Beta 0.42 Fe (ksi)17.8 Fn (ksi)15.6 Pa (lb)5022.2 Wind/EQ Factor 1.00 P/Pa 0.601 Eq. ( C5.2.1-1 ) M1 (ft-lb)0.0 M2 (ft-lb)162.0 Cmx 1.0 Pcr_x (kips)21.9 ALPHAx 0.752 Intr ( C5.2.1-1 ) Value 0.953 Eq. ( C5.2.1-2 ) Pao (lb)12221.2 Intr ( C5.2.1-2 ) Value 0.512 Eq. ( C5.2.1-3 ) Intr ( C5.2.1-3 ) Value 0.866 Controlling P/M Interaction 0.953 Tension/Moment Interaction NA www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - ROOF Model:TYPICAL WALL STUD - TOP LEVEL 2012 NASPEC [AISI S100-2012]Code: Page 3 of 3 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 89 Section: 4CS2.5x059(50 ksi) @ 60" o.c. Single C Stud (unpunched) Maxo =1707.1 ft-lb 3663.5 lbVa =I =1.56 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Cantilever deflection ratio determined with length of 2 x parapet and delta of parapet Flexural and Deflection Mmax (ft-lb) Mmax/ Maxo Mpos (ft-lb) Bracing (in) Ma-Brc (ft-lb) Mpos/ Ma-Brc Deflection (in)Ratio Span 450.0 0.264 450.0 Mid-Pt 1660.6 0.271 0.254 L/568 Distortional Buckling K-phi (lb-in/in) Lm brace (in) Ma-dist (ft-lb) Mmax/ Ma-dist Span 0.00 144.0 1689.1 0.266 Support or Pt Load Load P(lb) Bearing (in) Pa (lb) Pn (lb) Mmax (ft-lb) Intr. Value Stiffeners Required? Bending and Web Crippling R2 150.0 1.00 616.4 1078.6 0.0 0.13 NO R1 150.0 1.00 616.4 1078.6 0.0 0.13 NO Support or Pt Load Vmax (lb) Mmax (ft-lb) Va Factor V/Va M/Ma V + M Intr. Bending and Shear R1 150.0 0.0 0.04 0.00 0.041.00 R2 150.0 0.0 0.04 0.00 0.041.00 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - ROOF Model:TYPICAL WALL STUD - TOP LEVEL 2012 NASPEC [AISI S100-2012]Code: Page 1 of 2 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 90 Combined Bending and Axial Axial Ld (lb)KyLy KtLt Max KL/r K-phi (lb-in/in) Lm Bracing (in) Allow load(lb) P/Pa Intr. Value Bracing(in) Span 3400.0(c)Mid-Pt 88 0.0 144.0 5022.2(c)Mid-Pt 0.68 0.95 Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Connector Interaction Anchor Interaction Simpson Strong-Tie Connectors 0.00 %R2 150.00 0 0.00 %NA with Custom CFS & NA 0.00 %R1 150.00 3400 0.00 %NA with Custom CFS & NA Span/Parapet Bracing Length(in.) Design Number of Braces Pn(lb.) SUBH (Min)¹ SUBH (Max)¹ MSUBH (Min)¹ Simpson Strong-Tie Wall Stud Bridging Connectors MSUBH (Max)¹ LSUBH (Min)¹ LSUBH (Max)¹ Design Method = AISI S100 Span 72 9040.0 NO GOOD (1.38) NO GOOD (1.07) No Soln1 No SolnNO GOOD (1.59) NO GOOD (1.14) 1) Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back, box, or built-up sections. 3) Reference Notes: 4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. for latest load data, important information, and general notes. www.strongtie.com www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD - ROOF Model:TYPICAL WALL STUD - TOP LEVEL 2012 NASPEC [AISI S100-2012]Code: Page 2 of 2 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 91 Section : 4CS2.5x059(50 ksi) @ 12" o.c. Single C Stud (unpunched) Maxo =1707.1 ft-lb 3663.5 lbVa =I =1.56 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Span KyLy, KtLt Flexual, Distortional Connector Stress Ratio Axial Span Third-Pt, Third-Pt Third-Pt, 144.0" N/A - Web Crippling Support Load (lb) (in)Max Int. Stiffener? Bearing Pa M (lb)(ft-lbs) R2 30.0 1.00 NO0.0 0.03616.4 R1 30.0 1.00 NO0.0 0.03616.4 Gravity Load Type Load (lb) Uniform 15.00plf P1y 6000.00lb @ 12.00ft Code Check Required Interaction NotesAllowed Max. Axial, lbs 6180.0(c) 90%.˓ OELQLQ0D[./U 6895.6(c)Span Max. Shear, lbs 30.0 1%6KHDU3XQFKHG3663.5 Max. Moment (MaFy, Ma-dist), ft-lbs 90.0 5%0DGLVWFRQWURO.˓ OELQLQ1689.1 Moment Stability, ft-lbs 90.0 5%1707.1 Shear/Moment 0.05 5%6KHDU0RPHQW1.00 Axial/Moment 0.99 99%$[LDOF0RPHQW1.00 Deflection Span, in 0.051 --meets L/2839-- Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector Connector Interaction Anchor Interaction 0.00 %R2 30.0 0.0 0.00 %NA with Custom CFS & NA 0.00 %R1 30.0 6180.0 0.00 %NA with Custom CFS & NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD Model:TYPICAL WALL STUD 2012 NASPEC [AISI S100-2012]Code: Page 1 of 1 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 92 Section Designation : 4CS2.5x059(50 ksi) Single C Stud INPUT PROPERTIES : 6WHHO7KLFNQHVV LQLQ:HE+HLJKW ,QVLGH&RUQHU5DGLXV LQLQ7RS)ODQJH <LHOG6WUHVV)\ NVLLQ%RWWRP)ODQJH )\:LWK&ROG:RUN)\D NVLLQ6WLIIHQLQJ/LS OUTPUT PROPERTIES : Effective Section Properties, Strong Axis 1HXWUDO$[LVIURP7RS)LEHU<FJLQ 0RPHQWRI,QHUWLDIRU'HIOHFWLRQ,[[LQA 6HFWLRQ0RGXOXV6[[LQA $OORZDEOH%HQGLQJ0RPHQW0DIWOE $OORZDEOH'LVWRUWLRQDO%XFNOLQJ0RPHQW0GDDW.݊ IWOE Gross Section Properties of Full Section, Strong Axis 1HXWUDO$[LVIURP7RS)LEHU<FJLQ 0RPHQWRI,QHUWLD,[[JLQA 6HFWLRQPRGXOHV6[[JLQA &URVV6HFWLRQDO$UHD$JLQA 5DGLXVRI*\UDWLRQ5[JLQ Section Properties, Weak Axis *URVV1HXWUDO$[LV;FJ)URP:HE)DFH LQ *URVV0RPHQWRI,QHUWLD,\\LQA 5DGLXVRI*\UDWLRQ5\LQ Other Section Property Data 0HPEHU:HLJKWSHU)RRWRI/HQJWK OEIW $OORZDEOH6KHDU)RUFH,Q:HE8QSXQFKHGOE 3DRIRUXVHLQ,QWHUDFWLRQ(TXDWLRQ&OE Torsional Properties 'LVWIURP6KHDU&HQWHUWR1HXWUDO$[LV;RLQ 6W9HQDQWWRUVLRQ&RQVWDQW-[LQA :DUSLQJ&RQVWDQW&ZLQA 5DGLLRI*\UDWLRQ5RLQA 7RUVLRQDO)OH[XUDO&RQVWDQW%HWD /RFDWLRQDQGDUHWLSRIFRPSUHVVLRQDQGWHQVLRQOLSUHVSHFWLYHO\ /RFDWLRQDQGDUHIODQJHOLSFRUQHURIFRPSUHVVLRQDQGWHQVLRQVLGHUHVSHFWLYHO\ /RFDWLRQDQGDUHIODQJHZHEFRUQHURIFRPSUHVVLRQDQGWHQVLRQVLGHUHVSHFWLYHO\ www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. 3URMHFW1DPHLQ678' 0RGHO7<3,&$/:$//678' 1$63(&>$,6,6@&RGH 3DJHRI 'DWH 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 93 Section : 4CS2.5x059(50 ksi) Single C Stud Maxo =1707.1 ft-lb Fy =50 ksi 3663.5 lbVa =Moment of Intertia, I =1.56 in^4 Span Flexural Stability Details Mpos (ft-lb) 90.0 X-Dist (ft)6.00 Bracing (in) Third-Pt MA (ft-lb)87.5 MB (ft-lb)90.0 MC (ft-lb)87.5 Mmax (ft-lb) 90.0 Cb 1.01 ry (in)0.95 ro (in)2.92 A (in)^2 0.59 Jx1000 (in^4) 0.68 Cw (in^6)2.29 KyLy & KtLt (in) 48.0 SIGMAey (ksi) 114.63 SIGMAt (ksi) 59.37 Me (in-k)143.20 My (in-k)38.97 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD Model:TYPICAL WALL STUD 2012 NASPEC [AISI S100-2012]Code: Page 1 of 3 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 94 Mc (in-k)38.97 Sf (in^3)0.78 Sc (in^3)0.68 Ma (ft-lb)1707.1 Af in^2 Jf in^4 Ixf in^4 Iyf in^4 Ixyf in^4 Distortional Buckling Details - Flexure Flange Properties Xof in Iof in hxf in Yof in Cwf in^6 hyf in 0.1879 0.2180 6.7094 0.1216 0.0153 0.2942 0.9355 -0.0868 -1.5055 0.0000Top-0.0868 0.1879 0.2180 6.7094 0.1216 0.0153 0.2942 0.9355 -0.0868 -1.5055 0.0000Bottom-0.0868 Span /FULQ21.08 /PLQ144.00 .ǾIHOE470.78 .ǾIJLQA0.01296 .ǾZHOE431.80 .ǾZJ[LQA0.24623 .ǾOE0.00 %HWD 1.00 )GNVL68.37 0FUGIWOE4440.73 0\IWOE3247.8 /DPEGDG0.8552 0QGIWOE2820.7 0DGIWOE1689.1 Distortional Buckling Details - Axial Span Lcr (in)23.32 Lm (in)144.00 K(phi) (lb)0.0 Pa-d (lb)12325.7 Combined Bending and Axial Span Loc'n of max intr. from B.O. Segment) (ft) 5.592 Moment (ft-lb)89.5838 Axial load at Max Intr. (lb)6096.1 Mafy (ft-lb)1707.1 Ma Dist (ft-lb)1689.06 Ma Brc (ft-lb)1707.09 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD Model:TYPICAL WALL STUD 2012 NASPEC [AISI S100-2012]Code: Page 2 of 3 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 95 KxLx (in)144.0 KyLy (in)48.0 KtLt (in)48.0 SIGMAex (ksi)37.3 SIGMAey (ksi)114.6 SIGMAt (ksi)59.4 Beta 0.42 Fe (ksi)25.8 Fn (ksi)22.2 Pa (lb)6895.6 Wind/EQ Factor 1.00 P/Pa 0.884 Eq. ( C5.2.1-1 ) M1 (ft-lb)0.0 M2 (ft-lb)32.4 Cmx 1.0 Pcr_x (kips)21.9 ALPHAx 0.499 Intr ( C5.2.1-1 ) Value 0.990 Eq. ( C5.2.1-2 ) Pao (lb)12221.2 Intr ( C5.2.1-2 ) Value 0.552 Eq. ( C5.2.1-3 ) Intr ( C5.2.1-3 ) Value 0.937 Controlling P/M Interaction 0.990 Tension/Moment Interaction NA www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD Model:TYPICAL WALL STUD 2012 NASPEC [AISI S100-2012]Code: Page 3 of 3 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 96 Section: 4CS2.5x059(50 ksi) @ 12" o.c. Single C Stud (unpunched) Maxo =1707.1 ft-lb 3663.5 lbVa =I =1.56 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Cantilever deflection ratio determined with length of 2 x parapet and delta of parapet Flexural and Deflection Mmax (ft-lb) Mmax/ Maxo Mpos (ft-lb) Bracing (in) Ma-Brc (ft-lb) Mpos/ Ma-Brc Deflection (in)Ratio Span 90.0 0.053 90.0 Third-Pt 1707.1 0.053 0.051 L/2839 Distortional Buckling K-phi (lb-in/in) Lm brace (in) Ma-dist (ft-lb) Mmax/ Ma-dist Span 0.00 144.0 1689.1 0.053 Support or Pt Load Load P(lb) Bearing (in) Pa (lb) Pn (lb) Mmax (ft-lb) Intr. Value Stiffeners Required? Bending and Web Crippling R2 30.0 1.00 616.4 1078.6 0.0 0.03 NO R1 30.0 1.00 616.4 1078.6 0.0 0.03 NO Support or Pt Load Vmax (lb) Mmax (ft-lb) Va Factor V/Va M/Ma V + M Intr. Bending and Shear R1 30.0 0.0 0.01 0.00 0.011.00 R2 30.0 0.0 0.01 0.00 0.011.00 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD Model:TYPICAL WALL STUD 2012 NASPEC [AISI S100-2012]Code: Page 1 of 2 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 97 Combined Bending and Axial Axial Ld (lb)KyLy KtLt Max KL/r K-phi (lb-in/in) Lm Bracing (in) Allow load(lb) P/Pa Intr. Value Bracing(in) Span 6180.0(c)Third-Pt 88 0.0 144.0 6895.6(c)Third-Pt 0.90 0.99 Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Connector Interaction Anchor Interaction Simpson Strong-Tie Connectors 0.00 %R2 30.00 0 0.00 %NA with Custom CFS & NA 0.00 %R1 30.00 6180 0.00 %NA with Custom CFS & NA Span/Parapet Bracing Length(in.) Design Number of Braces Pn(lb.) SUBH (Min)¹ SUBH (Max)¹ MSUBH (Min)¹ Simpson Strong-Tie Wall Stud Bridging Connectors MSUBH (Max)¹ LSUBH (Min)¹ LSUBH (Max)¹ Design Method = AISI S100 Span 48 12412.2 NO GOOD (2.55) NO GOOD (2.55) No Soln2 No SolnNO GOOD (2.31) NO GOOD (2.12) 1) Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back, box, or built-up sections. 3) Reference Notes: 4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. for latest load data, important information, and general notes. www.strongtie.com www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:4in STUD Model:TYPICAL WALL STUD 2012 NASPEC [AISI S100-2012]Code: Page 2 of 2 Date: 03/23/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 98 Section: (2) 10CS2x085 Boxed C Stud (unpunched) Maxo =15757.2 ft-lb 11562.1 lbVa =I =33.58 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Span KyLy, KtLt Flexual, Distortional Connector Stress Ratio Axial Span NA Full, N/A N/A - Web Crippling Support Load (lb) (in)Max Int. Stiffener? Bearing Pa M (lb)(ft-lbs) R1 4375.0 1.50 YES0.0 0.892549.7 R2 4375.0 1.50 YES0.0 0.892549.7 Code Check Required Interaction NotesAllowed Max. Axial, lbs 0.0(t) 0%.˓ OELQLQ0D[./U 1$-Span Max. Shear, lbs 4375.0 38%6KHDU3XQFKHG11562.1 Max. Moment (MaFy, Ma-dist), ft-lbs 10937.5 69%15757.2 Moment Stability, ft-lbs 10937.5 69%15757.2 Shear/Moment 0.69 69%6KHDU0RPHQW1.00 Axial/Moment 0.69 69%$[LDOF0RPHQW1.00 Deflection Span, in 0.199 --meets L/604-- Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector Connector Interaction Anchor Interaction 0.00 %R1 0.0 4375.0 0.00 %SSC4.25 (4#10) & NA (Joist Bearing on Support) 0.00 %R2 0.0 4375.0 0.00 %SSC4.25 (4#10) & NA (Joist Bearing on Support) * Reference catalog for connector and anchor requirement notes as well as screw placement requirements www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:10in EXT WALL HEADER Model:EXT WALL HEADER 2012 NASPEC [AISI S100-2012]Code: Page 1 of 1 Date: 04/28/2022 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 99 18000 lb max gravity load 2500 lb max seismic load from overturning 8.0 in slab thickness 3500 PSI concrete strength 1000 PSF soil bearing 4.0 in width of baseplate 4.0 in length of baseplate 0.65 LRFD factor P_max= 1.2*DL + 1.6*E =25600 lb F_punct=(4/3 + 8/3*1.5)*Φ*f'c^.5 =120 PSI A_punt=((B + T/2)+(W + T/2)) * 2 * T =256 in^2 fv/Fv = Pmax/(A_punct*F_punct) =0.84 < 1.0 OK A_soil=P_max*144/(1.33*f_soil) =2772 in^2 L = A_soil^.5 =52.6 in B' = (B*W)^.5 + T =12.0 in b = (L-B')/2 =20.3 in M_conc =w*b^2/2=1.33*f_soil*b^2/(144*2) =1907.5 in*lb S_conc =1*T^2/6 10.7 in^3 F_conc =5*Φ*f'c^.5 192.3 PSI fb/Fb =M_conc/(S_conc * F_conc) =0.93 < 1.0 OK SLAB & SOIL - 8" SLAB CONDITION INPUTS P_gravity P_seismic SLAB_T Φ = SLAB_PSI B_foot W_foot f_soil 100 Steel Column LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:WORST CASE HSS COL - 3/A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 12.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS8x8x3/8 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 12.0 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 12.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 452.280 lbs * Dead Load Factor AXIAL LOADS . . . TOTAL LOADS: Axial Load at 12.0 ft, D = 71.50, L = 155.50, S = 15.50 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.9180 Location of max.above base 0.0 ft 227.452 k 247.764 k 0.0 k-ft Load Combination +D+L Load Combination 0.0 67.485 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.0 k 0.0 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 67.485 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : Along X-X 0.0 in at 0.0 ft above base for load combination : 0.0 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Ry KyLy/Rx D Only PASS PASS0.00 0.000 0.00 ftft0.290 1.00 1.00 46.45 46.45 +D+L PASS PASS0.00 0.000 0.00 ftft0.918 1.00 1.00 46.45 46.45 +D+S PASS PASS0.00 0.000 0.00 ftft0.353 1.00 1.00 46.45 46.45 +D+0.750L PASS PASS0.00 0.000 0.00 ftft0.761 1.00 1.00 46.45 46.45 +D+0.750L+0.750S PASS PASS0.00 0.000 0.00 ftft0.808 1.00 1.00 46.45 46.45 +0.60D PASS PASS0.00 0.000 0.00 ftft0.174 1.00 1.00 46.45 46.45 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 71.952 +D+L 227.452 +D+S 87.452 +D+0.750L 188.577 +D+0.750L+0.750S 200.202 +0.60D 43.171 L Only 155.500 S Only 15.500 101 Steel Column LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:WORST CASE HSS COL - 3/A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 227.452 Minimum"15.500 MaximumReaction, X-X Axis Base 71.952 Minimum"71.952 MaximumReaction, Y-Y Axis Base 71.952 Minimum"71.952 MaximumReaction, X-X Axis Top 71.952 Minimum"71.952 MaximumReaction, Y-Y Axis Top 71.952 Minimum"71.952 MaximumMoment, X-X Axis Base 71.952 Minimum"71.952 MaximumMoment, Y-Y Axis Base 71.952 Minimum"71.952 MaximumMoment, X-X Axis Top 71.952 Minimum"71.952 MaximumMoment, Y-Y Axis Top 71.952 Minimum"71.952 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.750S 0.0000 0.000 0.000 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 .Steel Section Properties :HSS8x8x3/8 R xx = 3.100 in Depth =8.000 in R yy = 3.100 in J =160.000 in^4 Width =8.000 in Wall Thick = 0.375 in Zx =29.400 in^3 Area = 10.400 in^2 Weight =37.690 plf I xx =100.00 in^4 S xx =24.90 in^3Design Thick =0.349 in I yy =100.000 in^4 C =40.700 in^3 S yy =24.900 in^3 Ycg =0.000 in 102 Steel Column LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:WORST CASE HSS COL - 3/A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches 103 Steel Column LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:HSS COL - 6x6 5.5/A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 12.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS6x6x1/2 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 12.0 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 12.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 422.880 lbs * Dead Load Factor AXIAL LOADS . . . TOTAL LOADS: Axial Load at 12.0 ft, D = 56.0, L = 122.0, S = 13.0 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.8804 Location of max.above base 0.0 ft 178.423 k 202.667 k 0.0 k-ft Load Combination +D+L Load Combination 0.0 45.449 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.0 k 0.0 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 45.449 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : Along X-X 0.0 in at 0.0 ft above base for load combination : 0.0 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Ry KyLy/Rx D Only PASS PASS0.00 0.000 0.00 ftft0.278 1.00 1.00 64.57 64.57 +D+L PASS PASS0.00 0.000 0.00 ftft0.880 1.00 1.00 64.57 64.57 +D+S PASS PASS0.00 0.000 0.00 ftft0.343 1.00 1.00 64.57 64.57 +D+0.750L PASS PASS0.00 0.000 0.00 ftft0.730 1.00 1.00 64.57 64.57 +D+0.750L+0.750S PASS PASS0.00 0.000 0.00 ftft0.778 1.00 1.00 64.57 64.57 +0.60D PASS PASS0.00 0.000 0.00 ftft0.167 1.00 1.00 64.57 64.57 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 56.423 +D+L 178.423 +D+S 69.423 +D+0.750L 147.923 +D+0.750L+0.750S 157.673 +0.60D 33.854 L Only 122.000 S Only 13.000 104 Steel Column LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:HSS COL - 6x6 5.5/A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 178.423 Minimum"13.000 MaximumReaction, X-X Axis Base 56.423 Minimum"56.423 MaximumReaction, Y-Y Axis Base 56.423 Minimum"56.423 MaximumReaction, X-X Axis Top 56.423 Minimum"56.423 MaximumReaction, Y-Y Axis Top 56.423 Minimum"56.423 MaximumMoment, X-X Axis Base 56.423 Minimum"56.423 MaximumMoment, Y-Y Axis Base 56.423 Minimum"56.423 MaximumMoment, X-X Axis Top 56.423 Minimum"56.423 MaximumMoment, Y-Y Axis Top 56.423 Minimum"56.423 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.750S 0.0000 0.000 0.000 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 .Steel Section Properties :HSS6x6x1/2 R xx = 2.230 in Depth =6.000 in R yy = 2.230 in J =81.100 in^4 Width =6.000 in Wall Thick = 0.500 in Zx =19.800 in^3 Area = 9.740 in^2 Weight =35.240 plf I xx =48.30 in^4 S xx =16.10 in^3Design Thick =0.465 in I yy =48.300 in^4 C =28.100 in^3 S yy =16.100 in^3 Ycg =0.000 in 105 Steel Column LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:HSS COL - 6x6 5.5/A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches 106 Steel Column LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP HSS COL - 6x6 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 12.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS6x6x1/4 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 12.0 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 12.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 228.240 lbs * Dead Load Factor AXIAL LOADS . . . TOTAL LOADS: Axial Load at 12.0 ft, D = 35.0, L = 65.0, S = 7.0 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.8959 Location of max.above base 0.0 ft 100.228 k 111.877 k 0.0 k-ft Load Combination +D+L Load Combination 0.0 25.709 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.0 k 0.0 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 25.709 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : Along X-X 0.0 in at 0.0 ft above base for load combination : 0.0 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Ry KyLy/Rx D Only PASS PASS0.00 0.000 0.00 ftft0.315 1.00 1.00 61.54 61.54 +D+L PASS PASS0.00 0.000 0.00 ftft0.896 1.00 1.00 61.54 61.54 +D+S PASS PASS0.00 0.000 0.00 ftft0.377 1.00 1.00 61.54 61.54 +D+0.750L PASS PASS0.00 0.000 0.00 ftft0.751 1.00 1.00 61.54 61.54 +D+0.750L+0.750S PASS PASS0.00 0.000 0.00 ftft0.798 1.00 1.00 61.54 61.54 +0.60D PASS PASS0.00 0.000 0.00 ftft0.189 1.00 1.00 61.54 61.54 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 35.228 +D+L 100.228 +D+S 42.228 +D+0.750L 83.978 +D+0.750L+0.750S 89.228 +0.60D 21.137 L Only 65.000 S Only 7.000 107 Steel Column LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP HSS COL - 6x6 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 100.228 Minimum"7.000 MaximumReaction, X-X Axis Base 35.228 Minimum"35.228 MaximumReaction, Y-Y Axis Base 35.228 Minimum"35.228 MaximumReaction, X-X Axis Top 35.228 Minimum"35.228 MaximumReaction, Y-Y Axis Top 35.228 Minimum"35.228 MaximumMoment, X-X Axis Base 35.228 Minimum"35.228 MaximumMoment, Y-Y Axis Base 35.228 Minimum"35.228 MaximumMoment, X-X Axis Top 35.228 Minimum"35.228 MaximumMoment, Y-Y Axis Top 35.228 Minimum"35.228 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.750S 0.0000 0.000 0.000 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 .Steel Section Properties :HSS6x6x1/4 R xx = 2.340 in Depth =6.000 in R yy = 2.340 in J =45.600 in^4 Width =6.000 in Wall Thick = 0.250 in Zx =11.200 in^3 Area = 5.240 in^2 Weight =19.020 plf I xx =28.60 in^4 S xx =9.54 in^3Design Thick =0.233 in I yy =28.600 in^4 C =15.400 in^3 S yy =9.540 in^3 Ycg =0.000 in 108 Steel Column LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP HSS COL - 6x6 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches 109 Steel Column LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP HSS COL - 4x4 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 12.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS4x4x1/4 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 12.0 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 12.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 146.520 lbs * Dead Load Factor AXIAL LOADS . . . TOTAL LOADS: Axial Load at 12.0 ft, D = 10.0, L = 18.0, S = 2.0 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.5546 Location of max.above base 0.0 ft 28.147 k 50.754 k 0.0 k-ft Load Combination +D+L Load Combination 0.0 10.765 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.0 k 0.0 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 10.765 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : Along X-X 0.0 in at 0.0 ft above base for load combination : 0.0 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Ry KyLy/Rx D Only PASS PASS0.00 0.000 0.00 ftft0.200 1.00 1.00 94.74 94.74 +D+L PASS PASS0.00 0.000 0.00 ftft0.555 1.00 1.00 94.74 94.74 +D+S PASS PASS0.00 0.000 0.00 ftft0.239 1.00 1.00 94.74 94.74 +D+0.750L PASS PASS0.00 0.000 0.00 ftft0.466 1.00 1.00 94.74 94.74 +D+0.750L+0.750S PASS PASS0.00 0.000 0.00 ftft0.495 1.00 1.00 94.74 94.74 +0.60D PASS PASS0.00 0.000 0.00 ftft0.120 1.00 1.00 94.74 94.74 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 10.147 +D+L 28.147 +D+S 12.147 +D+0.750L 23.647 +D+0.750L+0.750S 25.147 +0.60D 6.088 L Only 18.000 S Only 2.000 110 Steel Column LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP HSS COL - 4x4 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 28.147 Minimum"2.000 MaximumReaction, X-X Axis Base 10.147 Minimum"10.147 MaximumReaction, Y-Y Axis Base 10.147 Minimum"10.147 MaximumReaction, X-X Axis Top 10.147 Minimum"10.147 MaximumReaction, Y-Y Axis Top 10.147 Minimum"10.147 MaximumMoment, X-X Axis Base 10.147 Minimum"10.147 MaximumMoment, Y-Y Axis Base 10.147 Minimum"10.147 MaximumMoment, X-X Axis Top 10.147 Minimum"10.147 MaximumMoment, Y-Y Axis Top 10.147 Minimum"10.147 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.750S 0.0000 0.000 0.000 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 .Steel Section Properties :HSS4x4x1/4 R xx = 1.520 in Depth =4.000 in R yy = 1.520 in J =12.800 in^4 Width =4.000 in Wall Thick = 0.250 in Zx =4.690 in^3 Area = 3.370 in^2 Weight =12.210 plf I xx =7.80 in^4 S xx =3.90 in^3Design Thick =0.233 in I yy =7.800 in^4 C =6.560 in^3 S yy =3.900 in^3 Ycg =0.000 in 111 Steel Column LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP HSS COL - 4x4 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches 112 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:1-A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 9.0 ft Length parallel to Z-Z Axis = 9.0 ft =Pedestal dimensions... px : parallel to X-X Axis 8.0 in pz : parallel to Z-Z Axis 8.0 in Height == in Footing Thickness = 16.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5 Number of Bars = 11 Bars parallel to Z-Z Axis Reinforcing Bar Size =5 Number of Bars =11 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 35.0 75.0 8.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 113 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:1-A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9053 Soil Bearing 1.358 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.8311 Z Flexure (+X)17.789 k-ft/ft 21.405 k-ft/ft +1.20D+1.60L+0.50S PASS 0.8311 Z Flexure (-X)17.789 k-ft/ft 21.405 k-ft/ft +1.20D+1.60L+0.50S PASS 0.8311 X Flexure (+Z)17.789 k-ft/ft 21.405 k-ft/ft +1.20D+1.60L+0.50S PASS 0.8311 X Flexure (-Z)17.789 k-ft/ft 21.405 k-ft/ft +1.20D+1.60L+0.50S PASS 0.5360 1-way Shear (+X)40.199 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.5360 1-way Shear (-X)40.199 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.5360 1-way Shear (+Z)40.199 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.5360 1-way Shear (-Z)40.199 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.9729 2-way Punching 145.934 psi 150.0 psi +1.20D+1.60L+0.50S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.4321 0.4321 n/a 0.2880.0n/a X-X, +D+L 1.50 n/a1.358 1.358 n/a 0.9050.0n/a X-X, +D+S 1.50 n/a0.5309 0.5309 n/a 0.3540.0n/a X-X, +D+0.750L 1.50 n/a1.127 1.127 n/a 0.7510.0n/a X-X, +D+0.750L+0.750S 1.50 n/a1.201 1.201 n/a 0.8010.0n/a X-X, +0.60D 1.50 n/a0.2593 0.2593 n/a 0.1730.0n/a Z-Z, D Only 1.50 0.4321n/a n/a 0.4321 0.288n/a0.0 Z-Z, +D+L 1.50 1.358n/a n/a 1.358 0.905n/a0.0 Z-Z, +D+S 1.50 0.5309n/a n/a 0.5309 0.354n/a0.0 Z-Z, +D+0.750L 1.50 1.127n/a n/a 1.127 0.751n/a0.0 Z-Z, +D+0.750L+0.750S 1.50 1.201n/a n/a 1.201 0.801n/a0.0 Z-Z, +0.60D 1.50 0.2593n/a n/a 0.2593 0.173n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 5.251 +Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.40D 5.251 -Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D+1.60L 17.360 +Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D+1.60L 17.360 -Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D+1.60L+0.50S 17.789 +Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D+1.60L+0.50S 17.789 -Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D+L 12.538 +Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D+L 12.538 -Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D 4.501 +Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D 4.501 -Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D+L+1.60S 13.910 +Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D+L+1.60S 13.910 -Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D+1.60S 5.873 +Z Bottom 0.3456 AsMin 0.3789 21.405 OK 114 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:1-A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.20D+1.60S 5.873 -Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D+L+0.50S 12.967 +Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D+L+0.50S 12.967 -Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +0.90D 3.376 +Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +0.90D 3.376 -Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D+L+0.20S 12.710 +Z Bottom 0.3456 AsMin 0.3789 21.405 OK X-X, +1.20D+L+0.20S 12.710 -Z Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.40D 5.251 -X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.40D 5.251 +X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+1.60L 17.360 -X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+1.60L 17.360 +X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+1.60L+0.50S 17.789 -X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+1.60L+0.50S 17.789 +X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+L 12.538 -X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+L 12.538 +X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D 4.501 -X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D 4.501 +X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+L+1.60S 13.910 -X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+L+1.60S 13.910 +X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+1.60S 5.873 -X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+1.60S 5.873 +X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+L+0.50S 12.967 -X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+L+0.50S 12.967 +X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +0.90D 3.376 -X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +0.90D 3.376 +X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+L+0.20S 12.710 -X Bottom 0.3456 AsMin 0.3789 21.405 OK Z-Z, +1.20D+L+0.20S 12.710 +X Bottom 0.3456 AsMin 0.3789 21.405 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 11.87 11.87 11.87 11.87 11.87 75.00 0.16psipsipsipsipsipsi OK +1.20D+1.60L 39.23 39.23 39.23 39.23 39.23 75.00 0.52psipsipsipsipsipsi OK +1.20D+1.60L+0.50S 40.20 40.20 40.20 40.20 40.20 75.00 0.54psipsipsipsipsipsi OK +1.20D+L 28.33 28.33 28.33 28.33 28.33 75.00 0.38psipsipsipsipsipsi OK +1.20D 10.17 10.17 10.17 10.17 10.17 75.00 0.14psipsipsipsipsipsi OK +1.20D+L+1.60S 31.43 31.43 31.43 31.43 31.43 75.00 0.42psipsipsipsipsipsi OK +1.20D+1.60S 13.27 13.27 13.27 13.27 13.27 75.00 0.18psipsipsipsipsipsi OK +1.20D+L+0.50S 29.30 29.30 29.30 29.30 29.30 75.00 0.39psipsipsipsipsipsi OK +0.90D 7.63 7.63 7.63 7.63 7.63 75.00 0.10psipsipsipsipsipsi OK +1.20D+L+0.20S 28.72 28.72 28.72 28.72 28.72 75.00 0.38psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 43.08 150.00 0.2872 OKpsipsi +1.20D+1.60L 142.42 150.00 0.9495 OKpsipsi +1.20D+1.60L+0.50S 145.93 150.00 0.9729 OKpsipsi +1.20D+L 102.86 150.00 0.6857 OKpsipsi +1.20D 36.92 150.00 0.2462 OKpsipsi +1.20D+L+1.60S 114.11 150.00 0.7607 OKpsipsi +1.20D+1.60S 48.18 150.00 0.3212 OKpsipsi +1.20D+L+0.50S 106.37 150.00 0.7092 OKpsipsi +0.90D 27.69 150.00 0.1846 OKpsipsi +1.20D+L+0.20S 104.26 150.00 0.6951 OKpsipsi 115 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:3-A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 12.50 ft Length parallel to Z-Z Axis = 12.50 ft =Pedestal dimensions... px : parallel to X-X Axis 8.0 in pz : parallel to Z-Z Axis 8.0 in Height == in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5 Number of Bars = 21 Bars parallel to Z-Z Axis Reinforcing Bar Size =5 Number of Bars =21 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 71.50 155.50 15.50 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 116 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:3-A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9687 Soil Bearing 1.453 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.8026 Z Flexure (+X)38.349 k-ft/ft 47.780 k-ft/ft +1.20D+1.60L+0.50S PASS 0.8026 Z Flexure (-X)38.349 k-ft/ft 47.780 k-ft/ft +1.20D+1.60L+0.50S PASS 0.8026 X Flexure (+Z)38.349 k-ft/ft 47.780 k-ft/ft +1.20D+1.60L+0.50S PASS 0.8026 X Flexure (-Z)38.349 k-ft/ft 47.780 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4782 1-way Shear (+X)35.865 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4782 1-way Shear (-X)35.865 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4782 1-way Shear (+Z)35.865 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4782 1-way Shear (-Z)35.865 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.8994 2-way Punching 134.916 psi 150.0 psi +1.20D+1.60L+0.50S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.4576 0.4576 n/a 0.3050.0n/a X-X, +D+L 1.50 n/a1.453 1.453 n/a 0.9690.0n/a X-X, +D+S 1.50 n/a0.5568 0.5568 n/a 0.3710.0n/a X-X, +D+0.750L 1.50 n/a1.204 1.204 n/a 0.8030.0n/a X-X, +D+0.750L+0.750S 1.50 n/a1.278 1.278 n/a 0.8520.0n/a X-X, +0.60D 1.50 n/a0.2746 0.2746 n/a 0.1830.0n/a Z-Z, D Only 1.50 0.4576n/a n/a 0.4576 0.305n/a0.0 Z-Z, +D+L 1.50 1.453n/a n/a 1.453 0.969n/a0.0 Z-Z, +D+S 1.50 0.5568n/a n/a 0.5568 0.371n/a0.0 Z-Z, +D+0.750L 1.50 1.204n/a n/a 1.204 0.803n/a0.0 Z-Z, +D+0.750L+0.750S 1.50 1.278n/a n/a 1.278 0.852n/a0.0 Z-Z, +0.60D 1.50 0.2746n/a n/a 0.2746 0.183n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 11.213 +Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.40D 11.213 -Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D+1.60L 37.481 +Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D+1.60L 37.481 -Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D+1.60L+0.50S 38.349 +Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D+1.60L+0.50S 38.349 -Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D+L 27.030 +Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D+L 27.030 -Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D 9.611 +Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D 9.611 -Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D+L+1.60S 29.808 +Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D+L+1.60S 29.808 -Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D+1.60S 12.389 +Z Bottom 0.5184 AsMin 0.5208 47.780 OK 117 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:3-A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.20D+1.60S 12.389 -Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D+L+0.50S 27.898 +Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D+L+0.50S 27.898 -Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +0.90D 7.208 +Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +0.90D 7.208 -Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D+L+0.20S 27.377 +Z Bottom 0.5184 AsMin 0.5208 47.780 OK X-X, +1.20D+L+0.20S 27.377 -Z Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.40D 11.213 -X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.40D 11.213 +X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+1.60L 37.481 -X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+1.60L 37.481 +X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+1.60L+0.50S 38.349 -X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+1.60L+0.50S 38.349 +X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+L 27.030 -X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+L 27.030 +X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D 9.611 -X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D 9.611 +X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+L+1.60S 29.808 -X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+L+1.60S 29.808 +X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+1.60S 12.389 -X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+1.60S 12.389 +X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+L+0.50S 27.898 -X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+L+0.50S 27.898 +X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +0.90D 7.208 -X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +0.90D 7.208 +X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+L+0.20S 27.377 -X Bottom 0.5184 AsMin 0.5208 47.780 OK Z-Z, +1.20D+L+0.20S 27.377 +X Bottom 0.5184 AsMin 0.5208 47.780 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 10.49 10.49 10.49 10.49 10.49 75.00 0.14psipsipsipsipsipsi OK +1.20D+1.60L 35.05 35.05 35.05 35.05 35.05 75.00 0.47psipsipsipsipsipsi OK +1.20D+1.60L+0.50S 35.87 35.87 35.87 35.87 35.87 75.00 0.48psipsipsipsipsipsi OK +1.20D+L 25.28 25.28 25.28 25.28 25.28 75.00 0.34psipsipsipsipsipsi OK +1.20D 8.99 8.99 8.99 8.99 8.99 75.00 0.12psipsipsipsipsipsi OK +1.20D+L+1.60S 27.88 27.88 27.88 27.88 27.88 75.00 0.37psipsipsipsipsipsi OK +1.20D+1.60S 11.59 11.59 11.59 11.59 11.59 75.00 0.15psipsipsipsipsipsi OK +1.20D+L+0.50S 26.09 26.09 26.09 26.09 26.09 75.00 0.35psipsipsipsipsipsi OK +0.90D 6.74 6.74 6.74 6.74 6.74 75.00 0.09psipsipsipsipsipsi OK +1.20D+L+0.20S 25.60 25.60 25.60 25.60 25.60 75.00 0.34psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 39.45 150.00 0.263 OKpsipsi +1.20D+1.60L 131.86 150.00 0.8791 OKpsipsi +1.20D+1.60L+0.50S 134.92 150.00 0.8994 OKpsipsi +1.20D+L 95.09 150.00 0.634 OKpsipsi +1.20D 33.81 150.00 0.2254 OKpsipsi +1.20D+L+1.60S 104.87 150.00 0.6991 OKpsipsi +1.20D+1.60S 43.59 150.00 0.2906 OKpsipsi +1.20D+L+0.50S 98.15 150.00 0.6543 OKpsipsi +0.90D 25.36 150.00 0.1691 OKpsipsi +1.20D+L+0.20S 96.32 150.00 0.6421 OKpsipsi 118 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5-A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 11.0 ft Length parallel to Z-Z Axis = 11.0 ft =Pedestal dimensions... px : parallel to X-X Axis 8.0 in pz : parallel to Z-Z Axis 8.0 in Height == in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5 Number of Bars = 19 Bars parallel to Z-Z Axis Reinforcing Bar Size =5 Number of Bars =19 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 56.0 122.0 13.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 119 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5-A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9807 Soil Bearing 1.471 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6043 Z Flexure (+X)29.662 k-ft/ft 49.083 k-ft/ft +1.20D+1.60L+0.50S PASS 0.6043 Z Flexure (-X)29.662 k-ft/ft 49.083 k-ft/ft +1.20D+1.60L+0.50S PASS 0.6043 X Flexure (+Z)29.662 k-ft/ft 49.083 k-ft/ft +1.20D+1.60L+0.50S PASS 0.6043 X Flexure (-Z)29.662 k-ft/ft 49.083 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4010 1-way Shear (+X)30.072 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4010 1-way Shear (-X)30.072 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4010 1-way Shear (+Z)30.072 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4010 1-way Shear (-Z)30.072 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.7003 2-way Punching 105.043 psi 150.0 psi +1.20D+1.60L+0.50S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.4628 0.4628 n/a 0.3090.0n/a X-X, +D+L 1.50 n/a1.471 1.471 n/a 0.9810.0n/a X-X, +D+S 1.50 n/a0.5702 0.5702 n/a 0.3800.0n/a X-X, +D+0.750L 1.50 n/a1.219 1.219 n/a 0.8130.0n/a X-X, +D+0.750L+0.750S 1.50 n/a1.30 1.30 n/a 0.8670.0n/a X-X, +0.60D 1.50 n/a0.2777 0.2777 n/a 0.1850.0n/a Z-Z, D Only 1.50 0.4628n/a n/a 0.4628 0.309n/a0.0 Z-Z, +D+L 1.50 1.471n/a n/a 1.471 0.981n/a0.0 Z-Z, +D+S 1.50 0.5702n/a n/a 0.5702 0.380n/a0.0 Z-Z, +D+0.750L 1.50 1.219n/a n/a 1.219 0.813n/a0.0 Z-Z, +D+0.750L+0.750S 1.50 1.30n/a n/a 1.30 0.867n/a0.0 Z-Z, +0.60D 1.50 0.2777n/a n/a 0.2777 0.185n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 8.648 +Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.40D 8.648 -Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D+1.60L 28.945 +Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D+1.60L 28.945 -Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D+1.60L+0.50S 29.662 +Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D+1.60L+0.50S 29.662 -Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D+L 20.870 +Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D+L 20.870 -Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D 7.413 +Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D 7.413 -Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D+L+1.60S 23.165 +Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D+L+1.60S 23.165 -Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D+1.60S 9.707 +Z Bottom 0.5184 AsMin 0.5355 49.083 OK 120 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5-A.8 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.20D+1.60S 9.707 -Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D+L+0.50S 21.587 +Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D+L+0.50S 21.587 -Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +0.90D 5.560 +Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +0.90D 5.560 -Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D+L+0.20S 21.157 +Z Bottom 0.5184 AsMin 0.5355 49.083 OK X-X, +1.20D+L+0.20S 21.157 -Z Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.40D 8.648 -X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.40D 8.648 +X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+1.60L 28.945 -X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+1.60L 28.945 +X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+1.60L+0.50S 29.662 -X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+1.60L+0.50S 29.662 +X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+L 20.870 -X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+L 20.870 +X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D 7.413 -X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D 7.413 +X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+L+1.60S 23.165 -X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+L+1.60S 23.165 +X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+1.60S 9.707 -X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+1.60S 9.707 +X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+L+0.50S 21.587 -X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+L+0.50S 21.587 +X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +0.90D 5.560 -X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +0.90D 5.560 +X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+L+0.20S 21.157 -X Bottom 0.5184 AsMin 0.5355 49.083 OK Z-Z, +1.20D+L+0.20S 21.157 +X Bottom 0.5184 AsMin 0.5355 49.083 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 8.77 8.77 8.77 8.77 8.77 75.00 0.12psipsipsipsipsipsi OK +1.20D+1.60L 29.35 29.35 29.35 29.35 29.35 75.00 0.39psipsipsipsipsipsi OK +1.20D+1.60L+0.50S 30.07 30.07 30.07 30.07 30.07 75.00 0.40psipsipsipsipsipsi OK +1.20D+L 21.16 21.16 21.16 21.16 21.16 75.00 0.28psipsipsipsipsipsi OK +1.20D 7.52 7.52 7.52 7.52 7.52 75.00 0.10psipsipsipsipsipsi OK +1.20D+L+1.60S 23.49 23.49 23.49 23.49 23.49 75.00 0.31psipsipsipsipsipsi OK +1.20D+1.60S 9.84 9.84 9.84 9.84 9.84 75.00 0.13psipsipsipsipsipsi OK +1.20D+L+0.50S 21.89 21.89 21.89 21.89 21.89 75.00 0.29psipsipsipsipsipsi OK +0.90D 5.64 5.64 5.64 5.64 5.64 75.00 0.08psipsipsipsipsipsi OK +1.20D+L+0.20S 21.45 21.45 21.45 21.45 21.45 75.00 0.29psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 30.63 150.00 0.2042 OKpsipsi +1.20D+1.60L 102.50 150.00 0.6834 OKpsipsi +1.20D+1.60L+0.50S 105.04 150.00 0.7003 OKpsipsi +1.20D+L 73.91 150.00 0.4927 OKpsipsi +1.20D 26.25 150.00 0.175 OKpsipsi +1.20D+L+1.60S 82.03 150.00 0.5469 OKpsipsi +1.20D+1.60S 34.38 150.00 0.2292 OKpsipsi +1.20D+L+0.50S 76.45 150.00 0.5097 OKpsipsi +0.90D 19.69 150.00 0.1313 OKpsipsi +1.20D+L+0.20S 74.93 150.00 0.4995 OKpsipsi 121 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:A/1-4 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 8.0 ft Length parallel to Z-Z Axis = 8.0 ft =Pedestal dimensions... px : parallel to X-X Axis 8.0 in pz : parallel to Z-Z Axis 8.0 in Height == in Footing Thickness = 14.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5 Number of Bars = 8 Bars parallel to Z-Z Axis Reinforcing Bar Size =5 Number of Bars =8 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 26.0 56.0 8.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 122 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:A/1-4 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8540 Soil Bearing 1.281 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.8835 Z Flexure (+X)13.108 k-ft/ft 14.836 k-ft/ft +1.20D+1.60L+0.50S PASS 0.8835 Z Flexure (-X)13.108 k-ft/ft 14.836 k-ft/ft +1.20D+1.60L+0.50S PASS 0.8835 X Flexure (+Z)13.108 k-ft/ft 14.836 k-ft/ft +1.20D+1.60L+0.50S PASS 0.8835 X Flexure (-Z)13.108 k-ft/ft 14.836 k-ft/ft +1.20D+1.60L+0.50S PASS 0.5358 1-way Shear (+X)40.182 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.5358 1-way Shear (-X)40.182 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.5358 1-way Shear (+Z)40.182 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.5358 1-way Shear (-Z)40.182 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.9554 2-way Punching 143.311 psi 150.0 psi +1.20D+1.60L+0.50S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.4063 0.4063 n/a 0.2710.0n/a X-X, +D+L 1.50 n/a1.281 1.281 n/a 0.8540.0n/a X-X, +D+S 1.50 n/a0.5313 0.5313 n/a 0.3540.0n/a X-X, +D+0.750L 1.50 n/a1.063 1.063 n/a 0.7090.0n/a X-X, +D+0.750L+0.750S 1.50 n/a1.156 1.156 n/a 0.7710.0n/a X-X, +0.60D 1.50 n/a0.2438 0.2438 n/a 0.1630.0n/a Z-Z, D Only 1.50 0.4063n/a n/a 0.4063 0.271n/a0.0 Z-Z, +D+L 1.50 1.281n/a n/a 1.281 0.854n/a0.0 Z-Z, +D+S 1.50 0.5313n/a n/a 0.5313 0.354n/a0.0 Z-Z, +D+0.750L 1.50 1.063n/a n/a 1.063 0.709n/a0.0 Z-Z, +D+0.750L+0.750S 1.50 1.156n/a n/a 1.156 0.771n/a0.0 Z-Z, +0.60D 1.50 0.2438n/a n/a 0.2438 0.163n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 3.823 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.40D 3.823 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+1.60L 12.688 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+1.60L 12.688 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+1.60L+0.50S 13.108 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+1.60L+0.50S 13.108 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L 9.159 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L 9.159 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D 3.277 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D 3.277 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L+1.60S 10.503 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L+1.60S 10.503 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+1.60S 4.621 +Z Bottom 0.3024 AsMin 0.310 14.836 OK 123 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:A/1-4 Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.20D+1.60S 4.621 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L+0.50S 9.579 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L+0.50S 9.579 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +0.90D 2.458 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +0.90D 2.458 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L+0.20S 9.327 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L+0.20S 9.327 -Z Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.40D 3.823 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.40D 3.823 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+1.60L 12.688 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+1.60L 12.688 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+1.60L+0.50S 13.108 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+1.60L+0.50S 13.108 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L 9.159 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L 9.159 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D 3.277 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D 3.277 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L+1.60S 10.503 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L+1.60S 10.503 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+1.60S 4.621 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+1.60S 4.621 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L+0.50S 9.579 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L+0.50S 9.579 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +0.90D 2.458 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +0.90D 2.458 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L+0.20S 9.327 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L+0.20S 9.327 +X Bottom 0.3024 AsMin 0.310 14.836 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 11.72 11.72 11.72 11.72 11.72 75.00 0.16psipsipsipsipsipsi OK +1.20D+1.60L 38.89 38.89 38.89 38.89 38.89 75.00 0.52psipsipsipsipsipsi OK +1.20D+1.60L+0.50S 40.18 40.18 40.18 40.18 40.18 75.00 0.54psipsipsipsipsipsi OK +1.20D+L 28.08 28.08 28.08 28.08 28.08 75.00 0.37psipsipsipsipsipsi OK +1.20D 10.05 10.05 10.05 10.05 10.05 75.00 0.13psipsipsipsipsipsi OK +1.20D+L+1.60S 32.20 32.20 32.20 32.20 32.20 75.00 0.43psipsipsipsipsipsi OK +1.20D+1.60S 14.17 14.17 14.17 14.17 14.17 75.00 0.19psipsipsipsipsipsi OK +1.20D+L+0.50S 29.36 29.36 29.36 29.36 29.36 75.00 0.39psipsipsipsipsipsi OK +0.90D 7.53 7.53 7.53 7.53 7.53 75.00 0.10psipsipsipsipsipsi OK +1.20D+L+0.20S 28.59 28.59 28.59 28.59 28.59 75.00 0.38psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 41.80 150.00 0.2787 OKpsipsi +1.20D+1.60L 138.72 150.00 0.9248 OKpsipsi +1.20D+1.60L+0.50S 143.31 150.00 0.9554 OKpsipsi +1.20D+L 100.13 150.00 0.6676 OKpsipsi +1.20D 35.83 150.00 0.2389 OKpsipsi +1.20D+L+1.60S 114.83 150.00 0.7656 OKpsipsi +1.20D+1.60S 50.53 150.00 0.3368 OKpsipsi +1.20D+L+0.50S 104.73 150.00 0.6982 OKpsipsi +0.90D 26.87 150.00 0.1791 OKpsipsi +1.20D+L+0.20S 101.97 150.00 0.6798 OKpsipsi 124 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYPE SINGLE BEAM FOOTING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 7.0 ft Length parallel to Z-Z Axis = 7.0 ft =Pedestal dimensions... px : parallel to X-X Axis 6.0 in pz : parallel to Z-Z Axis 6.0 in Height == in Footing Thickness = 14.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5 Number of Bars = 7 Bars parallel to Z-Z Axis Reinforcing Bar Size =5 Number of Bars =7 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 20.0 45.0 6.50 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 125 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYPE SINGLE BEAM FOOTING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8847 Soil Bearing 1.327 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.7210 Z Flexure (+X)10.696 k-ft/ft 14.836 k-ft/ft +1.20D+1.60L+0.50S PASS 0.7210 Z Flexure (-X)10.696 k-ft/ft 14.836 k-ft/ft +1.20D+1.60L+0.50S PASS 0.7210 X Flexure (+Z)10.696 k-ft/ft 14.836 k-ft/ft +1.20D+1.60L+0.50S PASS 0.7210 X Flexure (-Z)10.696 k-ft/ft 14.836 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4726 1-way Shear (+X)35.446 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4726 1-way Shear (-X)35.446 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4726 1-way Shear (+Z)35.446 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4726 1-way Shear (-Z)35.446 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.8492 2-way Punching 127.380 psi 150.0 psi +1.20D+1.60L+0.50S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.4082 0.4082 n/a 0.2720.0n/a X-X, +D+L 1.50 n/a1.327 1.327 n/a 0.8850.0n/a X-X, +D+S 1.50 n/a0.5408 0.5408 n/a 0.3610.0n/a X-X, +D+0.750L 1.50 n/a1.097 1.097 n/a 0.7310.0n/a X-X, +D+0.750L+0.750S 1.50 n/a1.196 1.196 n/a 0.7970.0n/a X-X, +0.60D 1.50 n/a0.2449 0.2449 n/a 0.1630.0n/a Z-Z, D Only 1.50 0.4082n/a n/a 0.4082 0.272n/a0.0 Z-Z, +D+L 1.50 1.327n/a n/a 1.327 0.885n/a0.0 Z-Z, +D+S 1.50 0.5408n/a n/a 0.5408 0.361n/a0.0 Z-Z, +D+0.750L 1.50 1.097n/a n/a 1.097 0.731n/a0.0 Z-Z, +D+0.750L+0.750S 1.50 1.196n/a n/a 1.196 0.797n/a0.0 Z-Z, +0.60D 1.50 0.2449n/a n/a 0.2449 0.163n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 3.018 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.40D 3.018 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+1.60L 10.346 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+1.60L 10.346 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+1.60L+0.50S 10.696 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+1.60L+0.50S 10.696 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L 7.436 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L 7.436 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D 2.587 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D 2.587 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L+1.60S 8.557 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L+1.60S 8.557 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+1.60S 3.707 +Z Bottom 0.3024 AsMin 0.310 14.836 OK 126 General Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYPE SINGLE BEAM FOOTING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.20D+1.60S 3.707 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L+0.50S 7.786 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L+0.50S 7.786 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +0.90D 1.940 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +0.90D 1.940 -Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L+0.20S 7.576 +Z Bottom 0.3024 AsMin 0.310 14.836 OK X-X, +1.20D+L+0.20S 7.576 -Z Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.40D 3.018 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.40D 3.018 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+1.60L 10.346 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+1.60L 10.346 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+1.60L+0.50S 10.696 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+1.60L+0.50S 10.696 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L 7.436 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L 7.436 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D 2.587 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D 2.587 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L+1.60S 8.557 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L+1.60S 8.557 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+1.60S 3.707 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+1.60S 3.707 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L+0.50S 7.786 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L+0.50S 7.786 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +0.90D 1.940 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +0.90D 1.940 +X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L+0.20S 7.576 -X Bottom 0.3024 AsMin 0.310 14.836 OK Z-Z, +1.20D+L+0.20S 7.576 +X Bottom 0.3024 AsMin 0.310 14.836 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 10.00 10.00 10.00 10.00 10.00 75.00 0.13psipsipsipsipsipsi OK +1.20D+1.60L 34.29 34.29 34.29 34.29 34.29 75.00 0.46psipsipsipsipsipsi OK +1.20D+1.60L+0.50S 35.45 35.45 35.45 35.45 35.45 75.00 0.47psipsipsipsipsipsi OK +1.20D+L 24.64 24.64 24.64 24.64 24.64 75.00 0.33psipsipsipsipsipsi OK +1.20D 8.57 8.57 8.57 8.57 8.57 75.00 0.11psipsipsipsipsipsi OK +1.20D+L+1.60S 28.36 28.36 28.36 28.36 28.36 75.00 0.38psipsipsipsipsipsi OK +1.20D+1.60S 12.29 12.29 12.29 12.29 12.29 75.00 0.16psipsipsipsipsipsi OK +1.20D+L+0.50S 25.80 25.80 25.80 25.80 25.80 75.00 0.34psipsipsipsipsipsi OK +0.90D 6.43 6.43 6.43 6.43 6.43 75.00 0.09psipsipsipsipsipsi OK +1.20D+L+0.20S 25.11 25.11 25.11 25.11 25.11 75.00 0.33psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 35.94 150.00 0.2396 OKpsipsi +1.20D+1.60L 123.21 150.00 0.8214 OKpsipsi +1.20D+1.60L+0.50S 127.38 150.00 0.8492 OKpsipsi +1.20D+L 88.56 150.00 0.5904 OKpsipsi +1.20D 30.80 150.00 0.2053 OKpsipsi +1.20D+L+1.60S 101.90 150.00 0.6794 OKpsipsi +1.20D+1.60S 44.15 150.00 0.2943 OKpsipsi +1.20D+L+0.50S 92.73 150.00 0.6182 OKpsipsi +0.90D 23.10 150.00 0.154 OKpsipsi +1.20D+L+0.20S 90.23 150.00 0.6015 OKpsipsi 127 Wall Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYPICAL WALL FOOTING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing Width Allow. Pressure Increase per foot of width =ksf when footing is wider than =ft: = AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf=1.50 when base footing is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 2.50 ft= Wall center offset from center of footing 0 in = = Wall Thickness 6.0 in Footing Thickness 12.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 5 Bar spacing = 12.00 Applied Loads 1.8 1.30 0.20 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x =k k-ft Vx applied =in above top of footing = H = 128 Wall Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYPICAL WALL FOOTING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.9233 Soil Bearing 1.385 ksf 1.50 ksf +D+L PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.07928 Z Flexure (+X)0.9550 k-ft 12.046 k-ft +1.20D+1.60L+0.50S PASS 0.06533 Z Flexure (-X)0.7870 k-ft 12.046 k-ft +1.20D+L+0.20S PASS 0.05502 1-way Shear (+X)4.127 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.06288 1-way Shear (-X)4.716 psi 75.0 psi +1.20D+1.60L+0.50S Detailed Results Rotation Axis & Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... , D Only 1.50 ksf 0.8650 ksf 0.8650 ksf 0.5770.0 in , +D+L 1.50 ksf 1.385 ksf 1.385 ksf 0.9230.0 in , +D+S 1.50 ksf 0.9450 ksf 0.9450 ksf 0.6300.0 in , +D+0.750L 1.50 ksf 1.255 ksf 1.255 ksf 0.8370.0 in , +D+0.750L+0.750S 1.50 ksf 1.315 ksf 1.315 ksf 0.8770.0 in , +0.60D 1.50 ksf 0.5190 ksf 0.5190 ksf 0.3460.0 in Rotation Axis & Overturning Stability Units :k-ft Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ?or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn , +1.40D 0.6055 -X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.40D 0.6055 +X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+1.60L 0.935 -X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+1.60L 0.935 +X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+1.60L+0.50S 0.955 -X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+1.60L+0.50S 0.955 +X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+L 0.779 -X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+L 0.779 +X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D 0.519 -X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D 0.519 +X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+L+1.60S 0.843 -X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+L+1.60S 0.843 +X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+1.60S 0.583 -X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+1.60S 0.583 +X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+L+0.50S 0.799 -X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+L+0.50S 0.799 +X Bottom 0.2592 Min Temp %0.31 12.046 OK , +0.90D 0.3893 -X Bottom 0.2592 Min Temp %0.31 12.046 OK , +0.90D 0.3893 +X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+L+0.20S 0.787 -X Bottom 0.2592 Min Temp %0.31 12.046 OK , +1.20D+L+0.20S 0.787 +X Bottom 0.2592 Min Temp %0.31 12.046 OK One Way Shear Units :k Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.99 2.616 2.99 75 0.03987psipsipsipsi OK +1.20D+1.60L 4.617 4.04 4.617 75 0.06156psipsipsipsi OK +1.20D+1.60L+0.50S 4.716 4.127 4.716 75 0.06288psipsipsipsi OK 129 Wall Footing LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:TYPICAL WALL FOOTING Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: One Way Shear Units :k Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.20D+L 3.847 3.366 3.847 75 0.05129psipsipsipsi OK +1.20D 2.563 2.243 2.563 75 0.03417psipsipsipsi OK +1.20D+L+1.60S 4.163 3.643 4.163 75 0.05551psipsipsipsi OK +1.20D+1.60S 2.879 2.519 2.879 75 0.03839psipsipsipsi OK +1.20D+L+0.50S 3.946 3.452 3.946 75 0.05261psipsipsipsi OK +0.90D 1.922 1.682 1.922 75 0.02563psipsipsipsi OK +1.20D+L+0.20S 3.886 3.401 3.886 75 0.05182psipsipsipsi OK 130 ZONE ps30 * l * I MINIMUM A 24.6 PSF 16 B 16.0 PSF 8 C 16.3 PSF 16 D 16.0 PSF 8 TOTAL CHECK = 177202 wind 1-1 Lmin 130.0 FT h 40.0 FT 600763 seismic 0.1*Lmin 13.0 FT 0.4*h 16.0 FT 3FT MIN 3.0 FT 0.04*Lmin 5.2 FT 87552 wind 2-2 a 13.0 FT 2a 26.0 FT 600763 seismic ZONE AREA (FT2)P (LB)PMIN (LB)ZONE AREA (FT2)P (LB)PMIN (LB) A 1770 43542 28320 A 1770 43542 28320 B 0 0 0 B 0 0 0 C 8200 133660 131200 C 2700 44010 43200 D 0 0 0 D 0 0 0 177202 159520 87552 71520 ZONE AREA (FT2)P (LB)PMIN (LB)ZONE AREA (FT2)P (LB)PMIN (LB) A 470 11562 7520 A 470 11562 7520 B 0 0 0 B 0 0 0 C 2200 35860 35200 C 700 11410 11200 D 0 0 0 D 0 0 0 47422 42720 22972 18720 ZONE AREA (FT2)P (LB)PMIN (LB)ZONE AREA (FT2)P (LB)PMIN (LB) A 650 15990 10400 A 650 15990 10400 B 0 0 0 B 0 0 0 C 3000 48900 48000 C 1000 16300 16000 D 0 0 0 D 0 0 0 64890 58400 32290 26400 ZONE AREA (FT2)P (LB)PMIN (LB)ZONE AREA (FT2)P (LB)PMIN (LB) A 650 15990 10400 A 650 15990 10400 B 0 0 0 B 0 0 0 C 3000 48900 48000 C 1000 16300 16000 D 0 0 0 D 0 0 0 64890 58400 32290 26400 TOTALS = ROOF TOTALS = ROOF DIRECTION 1-1:DIRECTION 2-2: 2ND TOTALS = TOTALS = TOTALS = TOTAL BUILDINGTOTAL BUILDING TOTALS = 3RD TOTALS = 2ND TOTALS = 3RD WIND LOADS END ZONE MWFRS - METHOD 1 5509 N. Glenwood St., Garden City, ID 83714 | o: 208.501.2289 | www.structuraledge.com 131 GRID W (LB) GRID W (LB) 1 % contr. 2.0%948 A % contr. 13.3%3055 2.30 % contr. 3.5%1660 B % contr. 25.2%5789 7 % contr. 13.0%6165 C % contr. 23.0%5284 31 % contr. 2.0%948 D % contr. 25.0%5743 0.21 9722 E % contr. 13.3%3055 1.00 22926 GRID W (LB) 1 % contr. 2.0% 1298 GRID W (LB) 2.30 % contr. 3.5% 2271 A % contr. 13.3% 4295 7 % contr. 13.0% 8436 B % contr. 25.2% 8137 31 % contr. 2.0% 1298 C % contr. 23.0% 7427 0.21 13302 D % contr. 25.0% 8073 E % contr. 13.3% 4295 GRID W (LB)1.00 32225 1 % contr. 2.0% 1298 2.30 % contr. 3.5%2271 GRID W (LB) 7 % contr. 13.0%8436 A % contr. 13.3%4295 31 % contr. 2.0% 1298 B % contr. 25.2% 8137 0.21 13302 C % contr. 23.0% 7427 D % contr. 25.0%8073 E % contr. 13.3%4295 1.00 32225 3rd: 2-2 TRIB AREA (FT2) ROOF: 1-1 TRIB AREA (FT2) 3rd: 1-1 TRIB AREA (FT2) 2nd: 1-1 2nd: 2-2 TRIB AREA (FT2) TRIB AREA (FT2) WIND LOADS ROOF: 2-2 TRIB AREA (FT2) 5509 N. Glenwood St., Garden City, ID 83714 | o: 208.501.2289 | www.structuraledge.com 132 42'-3"TOP OF PARAPET(BEYOND)0'-0"1st FLOOR F.F.E.12'-6"2nd FLOORF.F.E.23'-2"3rd FLOOR F.F.E.39'-3"TOP OF PARAPET35'-10"TOP OF ROOFLOW SIDE 1 3 1 95 1 310'-0"1st FLOOR F.F.E.12'-6"2nd FLOOR F.F.E.23'-2"3rd FLOOR F.F.E.39'-3"TOP OF PARAPET 4 2 ' - 3 " T O P O F P A R A P E T 22 1 7 1 1 5 0 ' - 0 " 1st FL O O R F . F . E . 1 2 ' - 6 " 2nd FL O O R F . F . E . 2 3 ' - 2 " 3rd FL O O R F . F . E . 3 8 ' - 3 " TOP O F P A R A P E T 4 2 ' - 2 " TOP OF PARAPET ( B E Y O N D ) 34'-2"TOP OF ROOFLOW SIDE ECAD E C A 0 ' - 0 " 1 s t F L O O R F . F . E . 1 2 ' - 6 " 2 n d F L O O R F . F . E . 2 3 ' - 2 " 3 r d F L O O R F . F . E . 3 9 ' - 3 " T O P O F P A R A P E T 3 8 ' - 3 " T O P O F R O O F H I G H S I D E 4 2 ' - 2 " T O P O F P A R A P E T 3 4 ' - 2 " T O P O F R O O F L O W S I D E S I T E A D D R E S S : A R C H I T E C T L O G O : P R O F E S S I O N A L S E A L : NOTES 3 DATENO. 2 INITIALS 4 5 6 7 1 R E V I S I O N S : S H E E T N O T E S : D R A W N : C H E C K E D : D A T E : S H E E T C O N T E N T S : AMERCO REAL ESTATE COMPANY 8 3 2 8 N 2 N D E R E X B U R G , I D 8 3 4 4 0 7 1 8 0 8 1 0 4 / 1 5 / 2 0 2 2 -- -- -- -- -- -- -- -- U - H A U L M O V I N G A N D S T O R A G E B G D Z B U I L D I N G E L E V A T I O N S A 4 . 1 1 / 1 6 " = 1 ' - 0 " S C A L E S O U T H B U I L D I N G E L E V A T I O N 1 1/ 1 6 " = 1 ' - 0 " S C A L E EAST BUILDING ELEVATION 4 1 / 1 6 " = 1 ' - 0 " S C A L E N O R T H B U I L D I N G E L E V A T I O N 2 1 / 1 6 " = 1 ' - 0 " S C A L E W E S T B U I L D I N G E L E V A T I O N 3 1 3 3 26'-0"871.41 sf 2 6 ' - 0 " 8 7 1 . 4 1 s f 8 , 2 9 1 . 9 6 s f 26'-0" 2 6 ' - 0 " 235.13 sf323.53 sf323.52 sf 2 9 4 . 3 3 s f 3 2 3 . 5 2 s f 3 2 3 . 5 2 s f 2 , 1 7 3 . 8 2 s f 2 , 9 1 9 . 4 9 s f 2 , 9 1 9 . 4 9 s f 26'-0"871.42 sf 26'-0"871.42 sf2,679.27 sf 2 6 ' - 0 " 2 3 5 . 1 3 s f 3 2 3 . 5 2 s f 3 2 3 . 5 2 s f 2 6 ' - 0 " 2 9 4 . 3 4 s f 3 2 3 . 5 2 s f 3 2 3 . 5 2 s f 6 8 9 . 8 s f 9 7 4 . 5 2 s f 9 5 2 . 1 s f 0.371 3.25 1.0 15 PSF 10 PSF ACTUAL SEISMIC DESIGN WT. 50 PSF 31 PSF locker area = 23500 ft^2 8 PSF AREA (FT2) WEIGHT (LB) 33400 334000 33400 2404375 33400 2404375 6000 120000 3 LEVELS 5262750 600763 LB LRFD 358000 36.0 12888000 0.13 54901 54901 2452375 23.0 56404625 0.57 240274 295174 2452375 12.0 29428500 0.30 125360 420534 5262750 98721125 1.00 420534 177202 wind SEISMIC LOADS Total Fx (LBS) SEISMIC CRITERIA Cvx wx*hx (LB-FT) ROOF FLOOR DEAD FLOOR 25% LIVE SDS R IE COMPONENT WEIGHTS MAIN WALL AREA BASE SHEAR WALL PER LEVEL 3rd 2nd BUILDING WEIGHTS ROOF 3rd 2nd ROOF TOTALS = LEVEL wx (LBS)Fx (LBS)hx (FT) VERTICAL DISTRIBUTION (ASD) 5509 N. Glenwood St., Garden City, ID 83714 | o: 208.501.2289 | www.structuraledge.com 134 GRID E (LB) GRID E (LB) 1 400 0.012 657 A 5350 0.160 8794 2.30 1310 0.039 2153 B 9800 0.293 16109 7 2760 0.083 4537 C 7150 0.214 11753 31 655 0.020 1077 D 7100 0.213 11670 5125 0.15 8424 E 4000 0.120 6575 33400 1.00 54901 GRID E (LB) 1 400 0.012 2878 GRID E (LB) 2.30 1310 0.039 9424 A 5350 0.160 38487 7 2760 0.083 19855 B 9800 0.293 70499 31 655 0.020 4712 C 7150 0.214 51436 5125 0.15 36868 D 7100 0.213 51076 E 4000 0.120 28775 GRID E (LB)33400 1.00 240274 1 400 0.012 1501 2.30 1310 0.039 4917 GRID E (LB) 7 2760 0.083 10359 A 5350 0.160 20080 31 655 0.020 2458 B 9800 0.293 36782 5125 0.15 19236 C 7150 0.214 26836 64528 D 7100 0.213 26648 E 4000 0.120 15013 33400 1.00 125360 420534 SEISMIC LOADS (ASD) 2nd: 1-1 2nd: 2-2 TRIB AREA (FT2) 3rd: 1-1 3rd: 2-2TRIB AREA (FT2) TRIB AREA (FT2) TRIB AREA (FT2) ROOF: 2-2 TRIB AREA (FT2) ROOF: 1-1 TRIB AREA (FT2) 5509 N. Glenwood St., Garden City, ID 83714 | o: 208.501.2289 | www.structuraledge.com 135 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:ROOF DIAPHRAGM - 3RD FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: General Information IBC 2018, CBC 2019, ASCE 7-16 55.0 165.0 71.0 5.00 298.0 132.0 Center of Shear Application : Distance from "X" datum point ft Distance from "Y" datum point ftk Load Orientation Angular Increment deg Applied Lateral Force k Maximum Dimensions : Ecc. as % of Maximum Dimension Accidental Torsion values per ASCE 7-05 12.8.4.2 Accidental Eccentricity +/- from "Y" Coord. of Load Application : "X" dist. from Datum Load Location Angular Increment Accidental Eccentricity +/- from "X" Coord. of Load Application : Along "X" Axis ft Along "Y" Axis ft % .....Additional Orthogonal Force k 6.60 ft ft "Y" dist. from Datum 185.802 70.880 ft Maximum Load Used for Analysis :55.0 Note:This load is the vector resolved from the above two entries and will be applied to the system of 14.90 ft Center of Rigidity Location (calculated) . . . elements at angular increments. 15.0 15.0 deg Wall Information Length 32 ftft Height 10 ft 1 0 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 10 90 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 11 100 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 12 110 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 13 120 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 14 130 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 15 140 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 16 150 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Wall Information 136 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:ROOF DIAPHRAGM - 3RD FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Length 100 ftft Height 10 ft 17 160 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 18 170 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 19 180 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 20 190 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 21 200 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 22 210 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 23 220 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 24 230 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 25 240 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 26 250 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 27 260 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 28 270 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Wall Information 137 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:ROOF DIAPHRAGM - 3RD FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Length 100 ftft Height 10 ft 29 280 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 30 290 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 31 299 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 32 ftft Height 10 ft 7 55 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 9 80 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 290 ftft Height 10 ft A 145 130 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.3057E-003 6.9034E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 290 ftft Height 10 ft B 145 95 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.3057E-003 6.9034E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 290 ftft Height 10 ft C 145 65 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.3057E-003 6.9034E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 210 ftft Height 10 ft D 185 35 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi3.1841E-003 9.5418E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 210 ftft Height 10 ft E 185 0 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi3.1841E-003 9.5418E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Resisting Element Max Shear along Member Local "x-x" Axis Load Angle X-Ecc (ft)Load Angle X-Ecc (ft)Shear Force (k)Shear Force (k)Y-Ecc (ft)Y-Ecc (ft) ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis 75 16.95 6.50 1.0581 0 20.80 6.72 0.004 90 16.95 6.50 2.95510 0 20.80 -6.48 0.013 90 16.95 6.50 2.88911 0 20.80 -6.48 0.013 90 16.95 6.50 2.82412 0 20.80 -6.48 0.013 90 16.95 6.50 2.75813 0 20.80 -6.48 0.013 90 16.95 6.50 2.69314 0 20.80 -6.48 0.013 90 16.95 6.50 2.62715 0 20.80 -6.48 0.013 138 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:ROOF DIAPHRAGM - 3RD FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Resisting Element Max Shear along Member Local "x-x" Axis Load Angle X-Ecc (ft)Load Angle X-Ecc (ft)Shear Force (k)Shear Force (k)Y-Ecc (ft)Y-Ecc (ft) ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis 90 16.95 6.50 2.56216 0 20.80 -6.48 0.013 90 16.95 6.50 2.49617 0 20.80 -6.48 0.013 90 16.95 6.50 2.43118 0 20.80 -6.48 0.013 90 16.95 6.50 2.36519 0 20.80 -6.48 0.013 90 35.70 0.12 2.38520 0 20.80 -6.48 0.013 90 35.70 0.12 2.52321 0 20.80 -6.48 0.013 90 35.70 0.12 2.66122 0 20.80 -6.48 0.013 90 35.70 0.12 2.79923 0 20.80 -6.48 0.013 90 35.70 0.12 2.93724 0 20.80 -6.48 0.013 90 35.70 0.12 3.07525 0 20.80 -6.48 0.013 90 35.70 0.12 3.21426 0 20.80 -6.48 0.013 90 35.70 0.12 3.35227 0 20.80 -6.48 0.013 90 35.70 0.12 3.49028 0 20.80 -6.48 0.013 90 35.70 0.12 3.62829 0 20.80 -6.48 0.013 90 35.70 0.12 3.76630 0 20.80 -6.48 0.013 90 35.70 0.12 3.89031 0 20.80 -6.48 0.013 90 16.95 6.50 0.9507 0 20.80 6.72 0.004 90 16.95 6.50 3.0219 0 20.80 -6.48 0.013 0 20.80 6.72 12.749A 90 16.95 6.50 0.023 0 20.80 6.72 12.484B 90 16.95 6.50 0.023 0 20.80 -6.48 12.343C 90 16.95 6.50 0.023 0 20.80 -6.48 9.089D 90 16.95 6.50 0.015 165 28.25 -5.60 9.333E 90 16.95 6.50 0.015 139 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:ROOF DIAPHRAGM - 3RD FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Legend :Defined Wall Center of Rigidity Center of Mass Accidental eccentricity application boundary DatumX Layout of Resisting Elements 140 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:ROOF DIAPHRAGM - 3RD FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Analysis Notes This program is designed to distribute an applied shear load to a set of resisting elements. Each resisting element data entry specifies a deflection along a "major" and "minor" axis due to a 1,000 lb load. Each resisting element may be entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections define the stiffness of each resisting element. Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter-clockwise rotation of the element can be entered with respect to a traditional "+X" axis line. A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element. This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element. 141 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:3RD FLOOR DIAPHRAGM - 2ND FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: General Information IBC 2018, CBC 2019, ASCE 7-16 295.20 165.0 71.0 5.00 298.0 132.0 Center of Shear Application : Distance from "X" datum point ft Distance from "Y" datum point ftk Load Orientation Angular Increment deg Applied Lateral Force k Maximum Dimensions : Ecc. as % of Maximum Dimension Accidental Torsion values per ASCE 7-05 12.8.4.2 Accidental Eccentricity +/- from "Y" Coord. of Load Application : "X" dist. from Datum Load Location Angular Increment Accidental Eccentricity +/- from "X" Coord. of Load Application : Along "X" Axis ft Along "Y" Axis ft % .....Additional Orthogonal Force k 6.60 ft ft "Y" dist. from Datum 172.60 70.895 ft Maximum Load Used for Analysis :295.20 Note:This load is the vector resolved from the above two entries and will be applied to the system of 14.90 ft Center of Rigidity Location (calculated) . . . elements at angular increments. 15.0 15.0 deg Wall Information Length 32 ftft Height 10 ft 1 0 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 10 90 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 11 100 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 12 110 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 13 120 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 14 130 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 15 140 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 16 150 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Wall Information 142 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:3RD FLOOR DIAPHRAGM - 2ND FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Length 100 ftft Height 10 ft 17 160 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 18 170 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 19 180 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 32 ftft Height 10 ft 2 10 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 20 190 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 21 200 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 22 210 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 23 220 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 24 230 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 25 240 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 26 250 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 27 260 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Wall Information 143 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:3RD FLOOR DIAPHRAGM - 2ND FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Length 100 ftft Height 10 ft 28 270 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 29 280 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 32 ftft Height 10 ft 3 20 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 30 290 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 31 299 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 32 ftft Height 10 ft 4 30 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 32 ftft Height 10 ft 5 40 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 32 ftft Height 10 ft 6 50 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 32 ftft Height 10 ft 7 60 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 32 ftft Height 10 ft 8 70 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 9 80 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 290 ftft Height 10 ft A 145 130 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.3057E-003 6.9034E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Wall Information 144 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:3RD FLOOR DIAPHRAGM - 2ND FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Length 290 ftft Height 10 ft B 145 95 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.3057E-003 6.9034E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 290 ftft Height 10 ft C 145 65 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.3057E-003 6.9034E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 32 ftft Height 10 ft Copy of 6 50 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 32 ftft Height 10 ft Copy of 7 60 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 210 ftft Height 10 ft D 185 35 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi3.1841E-003 9.5418E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 210 ftft Height 10 ft E 185 0 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi3.1841E-003 9.5418E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Resisting Element Max Shear along Member Local "x-x" Axis Load Angle X-Ecc (ft)Load Angle X-Ecc (ft)Shear Force (k)Shear Force (k)Y-Ecc (ft)Y-Ecc (ft) ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis 75 7.60 6.71 4.0031 0 7.60 6.71 0.022 90 7.60 6.71 12.33010 0 7.60 -6.50 0.068 90 7.60 6.71 12.21011 0 7.60 -6.50 0.068 90 7.60 6.71 12.09112 0 7.60 -6.50 0.068 90 7.60 6.71 11.97213 0 7.60 -6.50 0.068 90 7.60 6.71 11.85214 0 7.60 -6.50 0.068 90 7.60 6.71 11.73315 0 7.60 -6.50 0.068 90 7.60 6.71 11.61416 0 7.60 -6.50 0.068 90 7.60 6.71 11.49417 0 7.60 -6.50 0.068 90 7.60 6.71 11.37518 0 7.60 -6.50 0.068 90 22.50 0.11 11.60519 0 7.60 -6.50 0.068 90 7.60 6.71 3.9642 0 7.60 6.71 0.022 90 22.50 0.11 11.95920 0 7.60 -6.50 0.068 90 22.50 0.11 12.31221 0 7.60 -6.50 0.068 90 22.50 0.11 12.66522 0 7.60 -6.50 0.068 90 22.50 0.11 13.01823 0 7.60 -6.50 0.068 90 22.50 0.11 13.37224 0 7.60 -6.50 0.068 90 22.50 0.11 13.72525 0 7.60 -6.50 0.068 90 22.50 0.11 14.07826 0 7.60 -6.50 0.068 90 22.50 0.11 14.43227 0 7.60 -6.50 0.068 90 22.50 0.11 14.78528 0 7.60 -6.50 0.068 90 22.50 0.11 15.13829 0 7.60 -6.50 0.068 90 7.60 6.71 3.9283 0 7.60 6.71 0.022 90 22.50 0.11 15.49130 0 7.60 -6.50 0.068 90 22.50 0.11 15.80931 0 7.60 -6.50 0.068 145 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:3RD FLOOR DIAPHRAGM - 2ND FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Resisting Element Max Shear along Member Local "x-x" Axis Load Angle X-Ecc (ft)Load Angle X-Ecc (ft)Shear Force (k)Shear Force (k)Y-Ecc (ft)Y-Ecc (ft) ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis 90 7.60 6.71 3.8934 0 7.60 6.71 0.022 90 7.60 6.71 3.8575 0 7.60 6.71 0.022 90 7.60 6.71 3.8216 0 7.60 6.71 0.022 90 7.60 6.71 3.7867 0 7.60 6.71 0.022 90 7.60 6.71 3.7508 0 7.60 6.71 0.022 90 7.60 6.71 12.4499 0 7.60 -6.50 0.068 0 7.60 6.71 67.799A 90 7.60 6.71 0.102 0 7.60 6.71 66.722B 90 7.60 6.71 0.102 0 7.60 -6.50 66.156C 90 7.60 6.71 0.102 90 7.60 6.71 3.821Copy of 6 0 7.60 6.71 0.022 90 7.60 6.71 3.786Copy of 7 0 7.60 6.71 0.022 0 7.60 -6.50 48.510D 90 22.50 0.11 0.075 0 7.60 -6.50 49.264E 90 22.50 0.11 0.075 Legend :Defined Wall Center of Rigidity Center of Mass Accidental eccentricity application boundary DatumX Layout of Resisting Elements 146 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:3RD FLOOR DIAPHRAGM - 2ND FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Analysis Notes This program is designed to distribute an applied shear load to a set of resisting elements. Each resisting element data entry specifies a deflection along a "major" and "minor" axis due to a 1,000 lb load. Each resisting element may be entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections define the stiffness of each resisting element. Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter-clockwise rotation of the element can be entered with respect to a traditional "+X" axis line. A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element. This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element. 147 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLOOR DIAPHRAGM - 1ST FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: General Information IBC 2018, CBC 2019, ASCE 7-16 420.50 165.0 71.0 5.00 298.0 132.0 Center of Shear Application : Distance from "X" datum point ft Distance from "Y" datum point ftk Load Orientation Angular Increment deg Applied Lateral Force k Maximum Dimensions : Ecc. as % of Maximum Dimension Accidental Torsion values per ASCE 7-05 12.8.4.2 Accidental Eccentricity +/- from "Y" Coord. of Load Application : "X" dist. from Datum Load Location Angular Increment Accidental Eccentricity +/- from "X" Coord. of Load Application : Along "X" Axis ft Along "Y" Axis ft % .....Additional Orthogonal Force k 6.60 ft ft "Y" dist. from Datum 185.802 70.880 ft Maximum Load Used for Analysis :420.50 Note:This load is the vector resolved from the above two entries and will be applied to the system of 14.90 ft Center of Rigidity Location (calculated) . . . elements at angular increments. 15.0 15.0 deg Wall Information Length 32 ftft Height 10 ft 1 0 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 10 90 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 11 100 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 12 110 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 13 120 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 14 130 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 15 140 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 16 150 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Wall Information 148 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLOOR DIAPHRAGM - 1ST FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Length 100 ftft Height 10 ft 17 160 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 18 170 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 19 180 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 20 190 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 21 200 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 22 210 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 23 220 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 24 230 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 25 240 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 26 250 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 27 260 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 28 270 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Wall Information 149 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLOOR DIAPHRAGM - 1ST FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Length 100 ftft Height 10 ft 29 280 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 30 290 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 31 299 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 32 ftft Height 10 ft 7 55 97 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.0896E-002 6.7586E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 100 ftft Height 10 ft 9 80 65 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi6.6867E-003 2.0167E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 290 ftft Height 10 ft A 145 130 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.3057E-003 6.9034E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 290 ftft Height 10 ft B 145 95 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.3057E-003 6.9034E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 290 ftft Height 10 ft C 145 65 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi2.3057E-003 6.9034E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 210 ftft Height 10 ft D 185 35 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi3.1841E-003 9.5418E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 210 ftft Height 10 ft E 185 0 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 6 in ft in Fix-Fix E - Shear 1 Mpsi3.1841E-003 9.5418E-006 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Resisting Element Max Shear along Member Local "x-x" Axis Load Angle X-Ecc (ft)Load Angle X-Ecc (ft)Shear Force (k)Shear Force (k)Y-Ecc (ft)Y-Ecc (ft) ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis 75 16.95 6.50 8.0871 0 20.80 6.72 0.032 90 16.95 6.50 22.59210 0 20.80 -6.48 0.097 90 16.95 6.50 22.09111 0 20.80 -6.48 0.097 90 16.95 6.50 21.59012 0 20.80 -6.48 0.097 90 16.95 6.50 21.08913 0 20.80 -6.48 0.097 90 16.95 6.50 20.58814 0 20.80 -6.48 0.097 90 16.95 6.50 20.08615 0 20.80 -6.48 0.097 150 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLOOR DIAPHRAGM - 1ST FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Resisting Element Max Shear along Member Local "x-x" Axis Load Angle X-Ecc (ft)Load Angle X-Ecc (ft)Shear Force (k)Shear Force (k)Y-Ecc (ft)Y-Ecc (ft) ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis 90 16.95 6.50 19.58516 0 20.80 -6.48 0.097 90 16.95 6.50 19.08417 0 20.80 -6.48 0.097 90 16.95 6.50 18.58318 0 20.80 -6.48 0.097 90 16.95 6.50 18.08219 0 20.80 -6.48 0.097 90 35.70 0.12 18.23420 0 20.80 -6.48 0.097 90 35.70 0.12 19.29021 0 20.80 -6.48 0.097 90 35.70 0.12 20.34622 0 20.80 -6.48 0.097 90 35.70 0.12 21.40223 0 20.80 -6.48 0.097 90 35.70 0.12 22.45824 0 20.80 -6.48 0.097 90 35.70 0.12 23.51425 0 20.80 -6.48 0.097 90 35.70 0.12 24.56926 0 20.80 -6.48 0.097 90 35.70 0.12 25.62527 0 20.80 -6.48 0.097 90 35.70 0.12 26.68128 0 20.80 -6.48 0.097 90 35.70 0.12 27.73729 0 20.80 -6.48 0.097 90 35.70 0.12 28.79330 0 20.80 -6.48 0.097 90 35.70 0.12 29.74331 0 20.80 -6.48 0.097 90 16.95 6.50 7.2657 0 20.80 6.72 0.032 90 16.95 6.50 23.0939 0 20.80 -6.48 0.097 0 20.80 6.72 97.475A 90 16.95 6.50 0.173 0 20.80 6.72 95.443B 90 16.95 6.50 0.173 0 20.80 -6.48 94.372C 90 16.95 6.50 0.173 0 20.80 -6.48 69.492D 90 16.95 6.50 0.113 165 28.25 -5.60 71.354E 90 16.95 6.50 0.113 151 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLOOR DIAPHRAGM - 1ST FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Legend :Defined Wall Center of Rigidity Center of Mass Accidental eccentricity application boundary DatumX Layout of Resisting Elements 152 Torsional Analysis of Rigid Diaphragm LIC# : KW-06015978, Build:20.22.3.31 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:2ND FLOOR DIAPHRAGM - 1ST FLOOR SHEARWALLS (ASD) Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: Analysis Notes This program is designed to distribute an applied shear load to a set of resisting elements. Each resisting element data entry specifies a deflection along a "major" and "minor" axis due to a 1,000 lb load. Each resisting element may be entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections define the stiffness of each resisting element. Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter-clockwise rotation of the element can be entered with respect to a traditional "+X" axis line. A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element. This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element. 153 GRID W (LB) E (LB) GRID W (LB) E (LB) 1 948 657 A 3055 8794 2.30 1660 2153 TYP.B 5789 16109 7 6165 1077 C 5284 11753 31 948 1077 D 5743 11670 9722 4964 E 3055 6575 22926 54901 GRID W (LB) E (LB) GRID W (LB) E (LB) A 4295 38487 1 1298 2878 B 8137 70499 2.30 8436 9424 TYP.C 7427 51436 7 1298 19855 D 8073 51076 31 1298 4712 E 4295 28775 12329 36868 32225 240274 GRID W (LB) E (LB) A 4295 20080 GRID W (LB) E (LB) B 8137 36782 1 1298 1501 C 7427 26836 2.30 2271 4917 TYP.D 8073 26648 7 8436 10359 E 4295 15013 31 1298 2458 32225 125360 13302 19236 87377 420534 35353 61068 SHEARWALL LOAD SUMMARY ROOF: 2-2 LATERAL LOAD SUMMARY (ASD) ROOF: 1-1 2ND: 1-1 2ND: 2-2 3RD: 1-1 3RD: 2-2 5509 N. Glenwood St., Garden City, ID 83714 | o: 208.501.2289 | www.structuraledge.com 154 GRID V_MAX (LB) GRID V_MAX (LB)1.5 4.0 6.0 8.0 1 948 A 8794 10 4 3 2 2.30 2153 TYP. OF INT.B 16109 18 7 5 4 7 6165 C 11753 13 5 4 3 31 1077 D 11670 13 5 4 3 10343 E 6575 7 3 2 2 54901 GRID V_MAX (LB) GRID V_MAX (LB)1.5 4.0 6.0 8.0 1 3826 A 47281 50 19 13 10 2.30 11577 TYP. OF INT.B 86608 92 35 23 18 7 26020 C 63188 67 26 17 13 31 5789 D 62747 67 25 17 13 47212 E 35350 38 14 10 7 295174 GRID V_MAX (LB) GRID V_MAX (LB)1.5 4.0 6.0 8.0 1 5327 A 67361 72 27 18 14 2.30 16494 TYP. OF INT.B 123390 131 49 33 25 7 36379 C 90025 96 36 24 18 31 8247 D 89395 95 36 24 18 66447 E 50363 54 20 14 10 420534 GRID V_MAX (LB) GRID V_MAX (LB)1.5 4.0 6.0 8.0 1 1100 A 0 0 0 0 0 2.30 3800 TYP. OF INT.B 0 0 0 0 0 7 950 C 0 0 0 0 0 31 3900 D 0 0 0 0 0 9750 E 0 0 0 0 0 0 GRID V_MAX (LB) GRID V_MAX (LB)1.5 4.0 6.0 8.0 1 4000 A 97800 104 39 26 20 2.30 15000 TYP. OF INT.B 95700 102 38 26 19 7 3800 C 95000 101 38 26 19 31 16000 D 70000 74 28 19 14 38800 E 72000 77 29 20 15 430500 GRID V_MAX (LB) GRID V_MAX (LB)1.5 4.0 6.0 8.0 1 8000 A 139270 148 56 37 28 2.30 28000 TYP. OF INT.B 136400 145 55 37 28 7 7500 C 134800 143 54 36 27 31 30000 D 99300 105 40 27 20 73500 E 102000 108 41 27 21 3RD: 2-2 (2ND FLOOR WALLS) 2ND: 2-2 (1ST FLOOR WALLS) 2ND: 1-1 2ND: 2-2 (1ST FLOOR WALLS) ENERCALC RIGID DIAPHRAGM CHECK COMBINED LOAD SUMMARY PER FLOOR / LEVEL & No. X-BRACE STRAPS & WIDTH OPTIONS (ASD) ROOF: 2-2 (3RD FLOOR WALLS)ROOF: 1-1 3RD: 1-1 2ND: 1-1 ROOF: 1-1 ROOF: 2-2 (3RD FLOOR WALLS) 3RD: 1-1 3RD: 2-2 (2ND FLOOR WALLS) 5509 N. Glenwood St., Garden City, ID 83714 | o: 208.501.2289 | www.structuraledge.com 155 TYPICAL X-BRACE DESIGN:CFS =33,000 PSI 18ga =0.0451 in X-U SPG'G Width (in)STL AREA T_allow_Strap (ASD)Angle V_allow_Brace (ASD)(2 @ X") 1.5 0.06765 in^2 1339 lb 45 947 lb 32 in 4.0 0.1804 in^2 3572 lb 45 2526 lb 12 in 6.0 0.2706 in^2 5358 lb 45 3789 lb 8 in 8.0 0.3608 in^2 7144 lb 45 5051 lb 6 in #12 Screw = 280 lb/screw (ASD Shear) Screw Req'mts S to PL PL to Stud PL to Track 1.5 5 4 4 4.0 13 10 10 6.0 20 14 14 8.0 26 19 19 OVERTURNING / HOLDOWN CHECK: UPLIFT @ EA. X-BRACE FLOOR HT STRAP SIZE UPLIFT 0.6*DL 3 33.0 1.5 947 450 2 23.0 6.0 3789 2500 1 12.0 8.0 5051 2500 TYPICAL ROOF X-BRACE DESIGN:CFS =33,000 PSI 18ga =0.0451 in Width (in)STL AREA T_allow_Strap (ASD)Angle T_allow_X-Brace Strap (ASD) 4.5 0.20295 in^2 4018 lb 56.3 2229 lb #12 Screw = 280 lb/screw (ASD Shear) ROOF DIAPHRAGM MAX LOADING =54901 LB (ASD) X-BRACE SECTION SPAN BTWN SHEARWALLS =30 FT (MAX) X-BRACE SECTION DEPTH =20 FT (MIN) NO. OF X-BRACED BAYS =3 ROOF DIAPHRAGM WIDTH =130 FT (MAX) PLF LOADING TO ROOF AT WALL=422 PLF TOTAL LOAD TO (1) STRAP @ SHEARWALL =2112 LB PURLIN SPACING =5 FT LOAD TO EA. PURLIN AT EA X-BRACED BAY=235 LB #12 SCREWS FROM STRAP TO EA. PURLIN =1 #12 SCREWS (MIN) #12 SCREWS FROM PLATE TO END WALL =33 #12 SCREWS (MIN) #12 SCREWS FROM STRAP TO SHEARWALL =8 #12 SCREWS (MIN) #12 SCREWS FROM STRAP TO END PLATE =15 #12 SCREWS (MIN) #12 SCREWS STRAP TO PLATE (FULL DEVELOP)=24 #12 SCREWS (MIN) NET UPLIFT FOR HD 497 1786 ROOF DIAPHRAGM DIAGONAL X-BRACING 4337 TYPICAL FLAT STRAP X-BRACE (ASD) 5509 N. Glenwood St., Garden City, ID 83714 | o: 208.501.2289 | www.structuraledge.com 156 29GA PBU V_ALLOW =116 PLF (SEISMIC ASD)6:12 #12 SCREWS, 20IN SIDELAP 29GA PBU V_ALLOW =123 PLF (SEISMIC ASD)6:12 #12 SCREWS, 12IN SIDELAP 24GA PBU V_ALLOW =240 PLF (SEISMIC ASD) 6:12 #12 SCREWS, 12IN SIDELAP PLYWOOD V_ALLOW =376 PLF (SEISMIC ASD)6:12 #8 SCREWS 29ga 6:12 #12 SCREWS, 20IN SIDELAP GRID V_FLEX V_RIGID 1 948 1100 L_MIN =9.5 FT 29 GA PBU 2 X-Brace 2.3 2153 3800 TYP. OF INT.L_MIN =32.8 FT 29 GA PBU 7 6165 950 L_MIN =53.1 FT 29 GA PBU TYPICAL 2 - 30 THIS LEVEL 31 1077 3900 L_MIN =33.6 FT 29 GA PBU 5 X-Brace 10343 29ga 6:12 #12 SCREWS, 12IN SIDELAP GRID V_FLEX V_RIGID 1 3826 4000 L_MIN =32.5 FT 29 GA PBU 2 X-Brace 2.3 11577 15000 TYP. OF INT.L_MIN =122.0 FT 29 GA PBU 7 26020 3800 L_MIN =30.9 FT 29 GA PBU TYPICAL 2 - 30 THIS LEVEL 31 5789 16000 L_MIN =130.1 FT 29 GA PBU 5 X-Brace 47212 24ga 6:12 #12 SCREWS, 12IN SIDELAP GRID V_FLEX V_RIGID 1 5327 8000 L_MIN =33.3 FT TILT 2 X-Brace 2.3 16494 28000 TYP. OF INT.L_MIN =116.7 FT 24 GA PBU 7 36379 7500 L_MIN =19.9 FT PLY 31 8247 30000 L_MIN =125.0 FT TILT 6 X-Brace 66447 ROOF: 1-1 (3RD WALLS) 3RD: 1-1 (2ND WALLS) 2ND: 1-1 (1ST WALLS) 29GA PBU SHEARWALLS (0.018" MIN THICKNESS) 5509 N. Glenwood St., Garden City, ID 83714 | o: 208.501.2289 | www.structuraledge.com 157 ROOF: DL =15.0 PSF LL/SL =35.0 PSF FLOOR: DL =50.0 PSF LL = 125.0 PSF OOP =5.0 PSF No. LEVELS =3 LEVELS LEVEL HT WALL SPC'G STUD SPC'G TL 3 10.0 FT 10.0 FT 60 IN 2500 LB 4CS2.5x059(50KSI) TYPICAL STUD 2 11.0 FT 10.0 FT 30 IN 5625 LB 4CS2.5x059(50KSI) TYPICAL STUD 1 12.5 FT 10.0 FT 15 IN 5000 LB 4CS2.5x059(50KSI) TYPICAL STUD WALL STUDS 158 Roof Live/Snow Load 35 PSF no drift due to parapet ht. Roof Dead Load 15 PSF Maximum Tie Back Spacing 10.0 FT 2:1 tie back Maximum Canopy Depth 10.0 FT Max Weight per Frame/Rod =5000 LB total weight per frame Vmax per Wall Attachment =2500 LB shear at face of wall, 2 loc. Tmax at Tie Back =7906 LB tension at tie back, 3:1 Tie-Back Angle =3 : 1 (H:V) V/T_allow =3711 LB LB/IN 1/4" WELD Length of Weld =4 inches of 1/4" weld Interaction =0.701 OK < 1.0 Fu =125.0 ksi rod strength 0.63 in. rod =0.31 in^2 rod area, Ab .7 * Fu / 2 * Ab =43.8 ksi allowable rod stress Tmax Tie Back Rod =8292 LB tension at tie back, 3:1 TL_allow rod =13422 LB allowable rod strength OK Weld =1/4 3.71 k/in weld strength per inch 2.23 in min weld CANOPY USE 3/4" A36 TIE BACK RODS/WIRE ROPE W/ SPELTER SOCKET USE 3" MIN OF 1/4" FILLET WELD AT ALL ATTACHMENTS 159 Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:HSS HORIZONTAL GIRT @ STAIR Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Minor Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :46.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : W = 0.0350 ksf, Tributary Width = 12.0 ft, (WIND) Point Load : D = 2.0, S = 3.0 k @ 10.0 ft, (CANOPY) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.675 : 1 Load Combination +D+0.750S+0.450W Span # where maximum occurs Span # 1 4.015 k Mn / Omega : Allowable 45.449 k-ft Vn/Omega : Allowable HSS8x6x3/8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.750S+0.450W 57.137 k Section used for this span HSS8x6x3/8 Ma : Applied Maximum Shear Stress Ratio =0.070 : 1 0.000 ft 30.700 k-ft Va : Applied 0 <240.0 184 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.591 in 405Ratio =>=240. Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.303 in Ratio =>=180 Max Upward Total Deflection 0.000 in Span: 1 : S Only Span: 1 : +D+0.750S+0.450W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length D Only Dsgn. L = 20.00 ft 1 0.220 0.018 10.00 10.00 75.90 45.45 1.32 1.00 1.00 95.42 57.14 +D+S Dsgn. L = 20.00 ft 1 0.550 0.044 25.00 25.00 75.90 45.45 1.32 1.00 2.50 95.42 57.14 +D+0.750S Dsgn. L = 20.00 ft 1 0.468 0.037 21.25 21.25 75.90 45.45 1.32 1.00 2.13 95.42 57.14 +D+0.60W Dsgn. L = 20.00 ft 1 0.497 0.062 22.60 22.60 75.90 45.45 1.21 1.00 3.52 95.42 57.14 +D+0.450W Dsgn. L = 20.00 ft 1 0.428 0.051 19.45 19.45 75.90 45.45 1.22 1.00 2.89 95.42 57.14 +D+0.750S+0.450W Dsgn. L = 20.00 ft 1 0.675 0.070 30.70 30.70 75.90 45.45 1.26 1.00 4.02 95.42 57.14 +0.60D+0.60W Dsgn. L = 20.00 ft 1 0.409 0.055 18.60 18.60 75.90 45.45 1.19 1.00 3.12 95.42 57.14 +0.60D Dsgn. L = 20.00 ft 1 0.132 0.011 6.00 6.00 75.90 45.45 1.32 1.00 0.60 95.42 57.14 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750S+0.450W 1 1.3035 10.057 0.0000 0.000 160 Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:HSS HORIZONTAL GIRT @ STAIR Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.200 4.200 Overall MINimum 0.600 0.600 D Only 1.000 1.000 +D+S 2.500 2.500 +D+0.750S 2.125 2.125 +D+0.60W 3.520 3.520 +D+0.450W 2.890 2.890 +D+0.750S+0.450W 4.015 4.015 +0.60D+0.60W 3.120 3.120 +0.60D 0.600 0.600 S Only 1.500 1.500 W Only 4.200 4.200 161 Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:HSS VERTICAL GIRT @ STAIR/CANOPY Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Minor Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :46.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : W = 0.0350 ksf, Tributary Width = 10.0 ft, (WIND) Point Load : D = 3.0, S = 8.0 k @ 6.0 ft, (CANOPY) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.910 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 5.50 k Mn / Omega : Allowable 36.267 k-ft Vn/Omega : Allowable HSS6x6x3/8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 57.137 k Section used for this span HSS6x6x3/8 Ma : Applied Maximum Shear Stress Ratio =0.096 : 1 0.000 ft 33.000 k-ft Va : Applied 0 <240.0 240 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.435 in 330Ratio =>=240. Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.600 in Ratio =>=180 Max Upward Total Deflection 0.000 in Span: 1 : S Only Span: 1 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length D Only Dsgn. L = 12.00 ft 1 0.248 0.026 9.00 9.00 60.57 36.27 1.32 1.00 1.50 95.42 57.14 +D+S Dsgn. L = 12.00 ft 1 0.910 0.096 33.00 33.00 60.57 36.27 1.32 1.00 5.50 95.42 57.14 +D+0.750S Dsgn. L = 12.00 ft 1 0.744 0.079 27.00 27.00 60.57 36.27 1.32 1.00 4.50 95.42 57.14 +D+0.60W Dsgn. L = 12.00 ft 1 0.352 0.048 12.78 12.78 60.57 36.27 1.26 1.00 2.76 95.42 57.14 +D+0.450W Dsgn. L = 12.00 ft 1 0.326 0.043 11.84 11.84 60.57 36.27 1.27 1.00 2.45 95.42 57.14 +D+0.750S+0.450W Dsgn. L = 12.00 ft 1 0.823 0.095 29.83 29.83 60.57 36.27 1.30 1.00 5.45 95.42 57.14 +0.60D+0.60W Dsgn. L = 12.00 ft 1 0.253 0.038 9.18 9.18 60.57 36.27 1.24 1.00 2.16 95.42 57.14 +0.60D Dsgn. L = 12.00 ft 1 0.149 0.016 5.40 5.40 60.57 36.27 1.32 1.00 0.90 95.42 57.14 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.5999 6.000 0.0000 0.000 162 Steel Beam LIC# : KW-06015978, Build:20.22.4.16 Structural Edge Engineering, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION:HSS VERTICAL GIRT @ STAIR/CANOPY Project File: U-Haul Rexburg.ec6 Project Title: Engineer: Project ID: Project Descr: . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 5.500 5.500 Overall MINimum 0.900 0.900 D Only 1.500 1.500 +D+S 5.500 5.500 +D+0.750S 4.500 4.500 +D+0.60W 2.760 2.760 +D+0.450W 2.445 2.445 +D+0.750S+0.450W 5.445 5.445 +0.60D+0.60W 2.160 2.160 +0.60D 0.900 0.900 S Only 4.000 4.000 W Only 2.100 2.100 163