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UPDATED STRUCTURAL CALCS - 23-00604 - U-Haul - Mini Storage - Bldg C - 18 Units
REXBURG STORAGE Rexburg, Idaho FINAL STRUCTURAL CALCULATIONS Date: 9/11/2023 Prepared for: Stalcup Construction & Design 557 E Jefferson St. Burns, OR 97720 Prepared by: STRUX Engineering LLC 209 N McHaley Prairie City, OR 97869 STRUX Project #: 1199.23 10x10 Mono-Slope Building Page 1 of 35 9-12-2023 LATERAL Page 2 of 35 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Latitude:43.8328 Risk Category:II Longitude:-111.7766 Soil Class:undefined Elevation:4867.430114310908 ft (NAVD 88) Wind Results: Wind Speed 105 Vmph 10-year MRI 75 Vmph 25-year MRI 81 Vmph 50-year MRI 86 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Mon Sep 11 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 2https://asce7hazardtool.online/Mon Sep 11 2023 Page 3 of 35 The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 2 of 2https://asce7hazardtool.online/Mon Sep 11 2023 Page 4 of 35 Client: Stalcup Construction Job Number: 1198.23 Engineer: Levi Voigt Project: Meridian U Haul Storage Date: 9/12/2023 Lateral Analysis - Wind Envelope Procedure - Method 2 Risk Cat = II Wind Speed = 105 mph Exposure = C Kzt = 1 Ht = 10 λ = 1.21 Roof Pitch (X:12) = 1 =4.76 degrees Horizontal Pressures (A) Wall End = 17.5 *λ*0.6 (ASD) = 12.71 psf (C) Wall Int = 11.6 *λ*0.6 (ASD) = 11.62 psf (B) Roof End = -9.1 *λ*0.6 (ASD) = -6.61 psf (D) Roof Int = -5.4 *λ*0.6 (ASD) = -3.92 psf Structure Portion:Low Eave Storage End Zone Length (a) Design N/S End Zone Length (a) Design E/W Min Horiz. Dim. = 10 ft Min Horiz. Dim. = 10 ft 10% Min Horiz. Dim. = 1 ft 10% Min Horiz. Dim. = 1 ft 0.4Ht = 4 ft 0.4Ht = 4 ft 4% Min Horiz. Dim. = 0.4 ft 4% Min Horiz. Dim. = 0.4 ft Min = 3 ft Min = 3 ft a = 3 ft a = 3 ft End Zone = 2a = 6 ft End Zone = 2a = 6 ft Structure Portion:Low Eave Storage Wind Pressure - Parapet H:0 ft Average Height above ground Kh=0.85 ASCE 7-10 Table 28.3-1 Kd=0.85 ASCE 7-10 Table 26.6-1 qp=20.3918 psf GCpn=1.5 ASCE 7-10 Section 28.4.2 Pp=30.59 psf Page 5 of 35 Client: Stalcup Construction Job Number: 1198.23 Engineer: Levi Voigt Project: Meridian U Haul Storage Date: 9/12/2023 Wind Base Shear Area 2a (ft)Wall int - A (psf) Wall ext - C (psf) Roof Int - B (psf) Roof Ext - D (psf) Main 6 12.71 11.62 -6.61 -3.92 Direction:Design N/S Wall Length - 10 ft Wall Pressure = 11.40 psf Roof Pressure = -3.38 psf Parapet Pressure = 0.00 psf Direction:Design E/W Wall Length = 10 ft Wall Pressure = 11.40 psf Roof Pressure = -3.38 psf Parapet Pressure = 0.00 psf Structure Portion:Low Eave Storage Direction:Design N/S Direction:Design E/W Total Wall Height = 10.000 ft Total Wall Height = 9.500 ft Roof Height = 0.000 ft Roof Height = 0.500 ft Parapet Height_1 = 0.000 ft Parapet Height_1 = 0.000 ft % of Roof Considered = 100 %% of Roof Considered = 100 % w1stFlrWind = 114.0 plf w1stFlrWind = 108.3 plf wroof = 0.0 plf wroof = 2.8 plf wparapet_1 = 0.0 plf wparapet_1 = 0.0 plf wBaseWind = 114.0 plf wBaseWind = 111.1 plf wWind = 57.0 plf wWind = 57.0 plf Controlling Lateral Load Cases Direction:N/S Controlling Load: WIND Direction:E/W Controlling Load: WIND Page 6 of 35 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Latitude:43.8328 Risk Category:II Longitude:-111.7766 Soil Class:D - Default (see Section 11.4.3) Elevation:4867.430114310908 ft (NAVD 88) Page 1 of 3https://asce7hazardtool.online/Mon Sep 11 2023 Page 7 of 35 SS : 0.37 S1 : 0.143 F a : 1.504 F v : 2.313 SMS : 0.556 SM1 : 0.332 SDS : 0.371 SD1 : 0.221 T L : 6 PGA : 0.157 PGA M : 0.233 F PGA : 1.486 Ie : 1 C v : 0.947 Seismic Design Category: D - Default (see Section 11.4.3) D Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Data Accessed: Mon Sep 11 2023 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Mon Sep 11 2023 Page 8 of 35 The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Mon Sep 11 2023 Page 9 of 35 Client: Stalcup Construction Job Number: 1198.23 Engineer: Levi Voigt Project: Meridian U Haul Storage Date: 9/12/2023 Seismic Base Shear Seismic Response Coefficient Response Mod. Coeff.R = 6.5 Seismic Design Category SDC = D Importance Factor I = 1 SDS SDS = 0.371 Seismic Response Coefficient Cs = SDS / (R/I)=0.371/(6.5/1) Cs = 0.057 Dead Load Computation Structure Portion:Low Eave Storage Direction:N/S Dead Loads System Ltrib (ft)pDL (PSF)# of Elements wDL (PLF) Roof 10.0 5 1 50 Snow 10.0 8.4 1 84 Wall 10.000 5 3 75 wDL,Total = 209 plf VNS = 6.85 plf Direction:E/W Dead Loads System Ltrib (ft)pDL (PSF)# of Elements wDL (PLF) Roof 10.0 5 1 50 Snow 10.0 8.4 1 84 Wall 9.500 5 2 47.5 wDL,Total = 181.5 plf VEW = 6.30 plf Controlling Lateral Load Cases Direction:N/S Controlling Load: WIND Direction:E/W Controlling Load: WIND Page 10 of 35 Client: Stalcup Construction Job Number: 1198.23 Engineer: Levi Voigt Project: Meridian U Haul Storage Date: 9/12/2023 Diaphragm Design Level Diaphragm Loading Direction w (plf)L (ft)D (ft) A/R R R (lb)v (plf) Roof D1 N/S 56.99 10.00 10.00 1.00 w*L/2 285 28.50 Floor D2 N/S 111.13 10.00 10.00 1.00 w*L/3 556 55.57 Level Diaphragm Loading Direction w (plf)L (ft)D (ft) A/R R R (lb)v (plf) Roof D3-D4 E/W 56.99 10.00 10.00 1.00 w*L 570 56.99 Floor D5 E/W 113.98 10.00 10.00 1.00 w*L/2 1140 113.98 Diaphragm - N/S Max Diaphragm Shear = 28.50 plf Direction = N/S Provide:24 GA, U-Deck, w/ cross strapping vcapacity = 118 plf OK Diaphragm - E/W Max Diaphragm Shear = 56.99 plf Direction = E/W Provide:24 GA, U-Deck, w/ cross strapping vcapacity = 118 plf OK Diaphragm - Floor Diaph. Shear = 113.98 plf Direction = E/W Provide:15/32" APA Rated Shtg (Unblocked) w/ #12 Screws @ 6" O.C. E.N. & #12 Screws @ 12" OC F.N. vcapacity = 455 plf OK Page 11 of 35 ESR-2409 | Most Widely Accepted and Trusted Page 10 of 14 TABLE 7—ALLOWABLE DIAPHRAGM SHEAR CAPACITY (q) AND FLEXIBILITY FACTOR (F) FOR INVERTED U-PANEL WITH SELF DRILLING FASTENERS (2-SPAN CONDITION)1,2,3,4,5,6,7,8 GAUGE SIDELAP ATTACHMENT FASTENER PATTERN SPAN 2' - 0" 3' - 0" 4' - 0" 5' - 0" 6' - 0" 7' - 0" 8' - 0" 29 None 4 q 187 142 112 89 73 54 41 F 541 368 284 235 204 183 168 @ 24"o.c 4 q 213 180 158 105 73 54 41 F 538 364 278 226 192 168 149 @ 18"o.c 4 q 220 191 165 105 73 54 41 F 538 364 276 225 190 166 147 @ 12"o.c 4 q 231 208 165 105 73 54 41 F 538 362 275 223 188 164 145 None 7 q 294 212 162 105 73 54 41 F 80 60 51 47 45 44 44 @ 24"o.c 7 q 334 263 165 105 73 54 41 F 79 58 47 42 38 35 33 @ 18"o.c 7 q 346 278 165 105 73 54 41 F 79 57 47 41 37 34 32 @ 12"o.c 7 q 369 293 165 105 73 54 41 F 79 57 46 39 35 32 30 26 None 4 q 246 186 148 118 97 81 62 F 276 191 150 127 113 103 97 @ 24"o.c 4 q 280 237 209 158 110 81 62 F 274 187 144 119 102 90 81 @ 18"o.c 4 q 289 251 225 158 110 81 62 F 273 187 143 118 100 88 79 @ 12"o.c 4 q 304 274 247 158 110 81 62 F 273 186 142 116 99 86 77 None 7 q 388 279 215 158 110 81 62 F 44 35 31 30 30 30 31 @ 24"o.c 7 q 440 346 247 158 110 81 62 F 43 33 28 25 24 23 22 @ 18"o.c 7 q 456 367 247 158 110 81 62 F 43 32 27 25 23 22 21 @ 12"o.c 7 q 485 405 247 158 110 81 62 F 42 32 27 24 22 20 19 Page 12 of 35 Client: Stalcup Construction Job Number: 1198.23 Engineer: Levi Voigt Project: Meridian U Haul Storage Date: 9/12/2023 Cross Strapping Design Cantilever Diaphragm Level Bay Loading Direction w (plf)L (ft)D (ft) # Braces in Row Lat. Reac.Brace Angle R (lb) Part 1 Roof 1 E/W 56.99 6.0 10.0 1.00 170.97 30.96 199 Roof 2 E/W 56.99 4.0 10.0 1.00 455.93 21.80 491 Cross Strapping Max Brace Reaction = 491.05 plf Provide:2" x 16GA Strapping w/ (2) #12 Screws Each End vcapacity = 1140 plf OK Page 13 of 35 Client: Stalcup Construction Job Number: 1198.23 Engineer: Levi Voigt Project: Meridian U Haul Storage Date: 9/12/2023 Chord Design Level Diaph.Load Dir.w (plf)L (N/S)L (E/W)T/C Force T/C Force (lb) Screw Capacity (lb) # Screws Roof D1 N/S 56.99 10.00 10.00 (w*LEW2/8)/LNS 71.24 570.00 0.12 Level Diaph.Load Dir.w (plf)L (N/S)L (E/W)T/C Force T/C Force (lb) Screw Capacity (lb) # Screws Roof D3-D4 E/W 56.99 10.00 10.00 (w*LEW2/8)/LNS 47.49 570.00 0.08 Provide 4 #12 screws @ lap, minimum Page 14 of 35 5 ©2017 SCAFCOEffective 04/25/16 and supersedes all previous information.www.SCAFCO.com General Product Information Thickness - Steel Components Screw Capacities Weld Capacities Table Notes 1 Minimum thickness represents 95 percent of the design thickness and is the minimum acceptable thickness delivered to the jobsite based on Section A2.4 of AISI S100-07. 2 The tables in this catalog are calculated based on inside corner radii listed in this table. The inside corner radius is the maximum of 3/32 – t/2 or 1.5t, truncated after the fourth decimal place (t = design thickness). Centerline bend radius is calculated by adding half of the design thickness to listed corner radius. Steel Thickness Table Designation Thickness (mil)Minimum Thickness 1 (in)Design Thickness 1 (in) Design Inside Corner Radii 2 (in) Reference Only Gauge No. 18 0.0179 0.0188 0.0843 25 27 0.0269 0.0283 0.0796 22 D20 0.0179 0.0188 0.0844 20-Drywall 30EQD 0.0223 0.0235 0.0820 20-Drywall 30 0.0296 0.0312 0.0781 20 – Drywall 33EQS 0.0280 0.0295 0.0790 20-Structural 33 0.0329 0.0346 0.0764 20 – Structural 43EQS 0.0380 0.0400 0.0712 18 43 0.0428 0.0451 0.0712 18 54 0.0538 0.0566 0.0849 16 68 0.0677 0.0713 0.1069 14 97 0.0966 0.1017 0.1525 12 118 0.1180 0.1242 0.1863 10 - SSMA 127 0.1270 0.1337 0.2005 10 - SCAFCO Allowable Screw Connection Capacity (lbs per screw) Thickness (mil) 1 Fy Yield (ksi)Fu Tensile (ksi) #6 Screw #8 Screw #10 Screw #12 Screw 1/4" Screw 0.138" dia; 5/16" Head 0.164" dia; 5/16" Head 0.190" dia; 0.340" Head 0.216" dia; 0.340" Head 0.250" dia; 0.409" Head Shear Tension Shear Tension Shear Tension Shear Tension Shear Tension 18 33 45 60 33 66 39 71 46 76 52 81 60 27 33 45 111 50 122 59 131 69 139 78 150 90 D20 57 65 87 48 95 57 102 66 109 75 117 87 30EQD 57 65 122 60 133 71 143 82 152 94 164 108 30 33 45 129 55 141 65 151 76 161 86 174 100 33EQS 57 65 171 75 187 89 201 103 214 117 231 136 33 33 45 151 61 164 72 177 84 188 95 203 110 43EQS 57 65 270 102 295 121 317 140 338 159 364 184 43 33 45 224 79 244 94 263 109 280 124 302 144 54 50 65 455 144 496 171 534 198 570 225 613 261 68 50 65 576 181 684 215 755 250 805 284 866 328 97 50 65 821 259 976 307 1130 356 1285 405 1476 468 118 50 65 1003 316 1192 375 1381 435 1569 494 1816 572 127 50 65 1079 340 1283 404 1486 468 1689 532 1955 616 Table Notes 1. Capacities based on AISI S100-07 Section E2.4 for fillet welds and E2.5 for flare groove welds. 2. When connecting materials of different steel thicknesses or tensile strengths, use the values that correspond to the thinner or lower yield material. 3. Capacities are based on Allowable Strength Design (ASD) and include appropriate safety factors. 4. Weld capacities are based on either 3/32" or ⅛" diameter E60 or E70 electrodes. For thinner materials, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Parallel capacity is considered to be loading in the direction of the length of the weld. 6. For welds greater than 1", equations E2.4-1 and E2.4-2 must be checked. 7. For flare groove welds, the effective throat of weld is conservatively assumed to be less than 2t. 8. *Flare grove weld capacity for material thicker than 0.10" requires engineering judgement to determine leg of welds (W1 and W2). Allowable Welds Capacity (lbs) for 1" Long Welds Thickness (mil) 1 Design Thickness Fy Yield (ksi)Fu (ksi)Fillet Welds Flare Groove Welds Parallel Perpendicular Parallel Perpendicular 43EQS 0.0400 57 65 639 1106 696 849 43 0.0451 33 45 601 864 544 663 54 0.0566 50 65 1188 1566 985 1202 68 0.0713 50 65 1562 1972 1241 1514 97 0.1017 50 65 1269 1269 -*-* 118 0.1242 50 65 1550 1550 -*-* 127 0.1337 50 65 1668 1668 -*-* Table Notes1. Capacities based on AISI S100-07 Section E4. See table on page 5 for design thicknesses. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center-to-center spacing of at least 3 times the nominal diameter (d) 5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the nominal diameter (d) of the screw. 6. Tension capacity is based on the lesser of pullout capacity in sheet closest to screw tip, or pullover capacity for sheet closest to screw head (based on head diameter shown). Note that for all tension values shown in this table, pullover values have been reduced by 50 percent assuming eccentrically loaded connections that produce a non-uniform pull-over force on the fastener. 7. Higher values, especially for screw strength, may be obtained by specifying screws from a specific manufacturer. See manufacturer's data for specific allowable values and installation instructions. Load Paths All product load capacities are calculated per North American Specification for the Design of Cold Formed Steel Structural Members. The 2007 edition (here after referred to as simply "NASPEC"). Illustrations of load instructions are amongst their relative product load tables located throughout this catalog. Figure to the right demonstrates different types of load directions mentioned in this catalog. • F1 = Out-of-plane lateral load • F2 = In-Plane lateral load • F3 = Direct vertical and uplift load F1 F3F2 Page 15 of 35 16 GA Client: Stalcup Construction Job Number: 1198.23 Engineer: Levi Voigt Project: Meridian U Haul Storage Date: 9/12/2023 Shear Wall Design - N/S Direction Wall Line 1 ShearWall Length Wall #L (ft)H (ft)A/R 1 10 10.000 1.00 Shear Wall wwind = 56.99 plf Lleft = 0 ft (length of wall to the left of SW Line) Lright = 10 ft (length of wall to the right of SW Line) Ltrib = 5 ft (Wall length tributary to SW Line) R = wwindLtrib = 284.955 lb (Force on SW Line) Lshear =10 ft Total Length of Shear Wall Vwall=28.4955 plf Unit Shear Force Provide: Tuff Rib Siding W/ lap screws at 24" o.c. vcapacity_min = 208 plf OK DL On Wall Type p (psf)L (ft)% of L w (plf) Wall DL 5 9.500 100 47.50 Floor DL 10 5.000 100 50.00 Roof DL 5 5 100 25.00 Wind Uplift on Roof Type p (psf)L (ft)% of L w (plf) Wall DL 15 5.000 100 75.00 DLsum = 47.50 plf DL = 0.6DLsum = 28.50 plf HSW = 10.000 ft Twall_1 = 142.455 lb Provide Holddown Vwall*Hwall-0.6DL*(Lwall/2) Provide: 9" Penetrator Ground Hold Down vcapacity_min = 400 lb OK Page 16 of 35 Client: Stalcup Construction Job Number: 1198.23 Engineer: Levi Voigt Project: Meridian U Haul Storage Date: 9/12/2023 Wall Line 2 ShearWall Length Wall #L (ft)H (ft)A/R 1 10 10.000 1.00 Shear Wall wwind = 56.99 plf Lleft = 10 ft (length of wall to the left of SW Line) Lright = 0 ft (length of wall to the right of SW Line) Ltrib = 5 ft (Wall length tributary to SW Line) R = wwindLtrib = 284.955 lb (Force on SW Line) Lshear =10 ft Total Length of Shear Wall Vwall=28.4955 plf Unit Shear Force Provide: Tuff Rib Siding W/ lap screws at 24" o.c. vcapacity_min = 208 plf OK DL On Wall Type p (psf)L (ft)% of L w (plf) Wall DL 5 9.500 100 47.50 Floor DL 10 5.000 100 50.00 Roof DL 5 5 100 25.00 Wind Uplift on Roof Type p (psf)L (ft)% of L w (plf) Wall DL 15 5.000 100 75.00 DLsum = 47.50 plf DL = 0.6DLsum = 28.50 plf HSW = 10.000 ft Twall_1 = 142.455 lb Provide Holddown Vwall*Hwall-0.6DL*(Lwall/2) Provide: 9" Penetrator Ground Hold Down vcapacity_min = 400 lb OK Page 17 of 35 Client: Stalcup Construction Job Number: 1198.23 Engineer: Levi Voigt Project: Meridian U Haul Storage Date: 9/12/2023 Shear Wall Design - E/W Direction Wall Line A ShearWall Length Wall #L (ft)H (ft)A/R 1 10 10.000 1.00 Shear Wall wwind = 56.99 plf Lleft = 10 ft (length of wall to the left of SW Line) Lright = 0 ft (length of wall to the right of SW Line) Ltrib = 10 ft (Wall length tributary to SW Line) R = wwindLtrib = 569.91 lb (Force on SW Line) Lshear =10 ft Total Length of Shear Wall Vwall=56.991 plf Unit Shear Force Provide: Tuff Rib Siding W/ lap screws at 24" o.c. vcapacity_min = 208 plf OK DL On Wall Type p (psf)L (ft)% of L w (plf) Wall DL 5 9.500 100 47.50 Roof DL 5 2 100 10.00 DLsum = 57.50 plf DL = 0.6DLsum = 34.50 plf HSW = 10.000 ft Twall_1 = 397.41 lb Simpson 'SB 2'Vwall*Hwall-0.6DL*(Lwall/2) Provide: 16GA Strap w/ (4) #12 screws, each end vcapacity_min = 2280 lb OK Page 18 of 35 Client: Stalcup Construction Job Number: 1198.23 Engineer: Levi Voigt Project: Meridian U Haul Storage Date: 9/12/2023 Rim Joist Analysis DL On Exterior Wall Type p (psf)L (ft)% of L w (plf) Wall DL 5 9.500 100 47.50 Floor DL 10 5.000 100 50.00 Roof DL 5 5 100 25.00 Wind Uplift on Roof Type p (psf)L (ft)% of L w (plf) Wall DL 15 5.000 100 75.00 DLsum = 47.50 plf DL = 0.6DLsum = 28.50 plf Lwall :20.00 ft DL = 0.6DLsum = 570.00 plf Tnet_building_corner = -86.30 lb No Uplift, OK Vwall*Hwall-0.6DL*(Lwall/2) Provide: 9" Penetrator Ground Hold Down vcapacity_min = 400 lb OK Page 19 of 35 © 20 1 8 Am e r i c a n Ea r t h An c h o r s QR -P E 9 Ja n 20 2 0 American Earth Anchors info@americanea.com 866-520-8511Contact us for CUSTOM WORK Size, length, shape, material, prototypes, cable assemblies +1 508-520-8511americanearthanchors.com American Earth Anchors The best screw you will have in the dirt TM americanearthanchors.com QUICK REFERENCE Socket size ¾" (19 mm) 9" (23 cm) 9" Penetrator PE9 Specifications .32 lb (.14 kg) TM ●Aircraft-quality cast aluminum 356 alloy ●Heat-treated to T6 specification ⅝" (16 mm) Flange diameter 1¾" (3.2 cm) Neck diameter ⅝" (16 mm) Flight diameter 1⅛" (2.9 cm) PE9 Penetrators ● Removable ● Install with ¾" or 19 mm socket PE9 Hardpan Asphalt Sandy gravel Very dense sand Silty/clayey sand Silty gravel Loose fine un- compacted sand Soil Class 1 Soil Class 2 Soil Class 3 Soil Class 4 200 lb 100 lb 100 lb 400 lb 100 lb 1.78 kN 0.89 kN 0.44 kN 0.44 kN 0.44 kN Loose/med dense sands Loose sands Firm clays LOAD CAPACITY Pullout strength with flight fully embedded Soil Class 4 Soil classification per ASTM D-2487/2488 Less than Less than Page 20 of 35 © 20 1 8 Am e r i c a n Ea r t h An c h o r s QR -P E 9 Ja n 2 0 20 American Earth Anchors info@americanea.com 866-520-8511 Contact us for CUSTOM WORK Size, length, shape, material, prototypes, cable assemblies +1 508-520-8511americanearthanchors.com Installation method Impact wrench Attachment accessory PE9 Installation Tie-off cable PE-TC9 Can be doubled over to make large loop around structural member QUICK REFERENCE Field test The third test was performed on the American Earth Anchor attachment configuration. The maximum uplift force imposed on this post was 660 lbs. with deflection of 0.625 inches and no failure of the attachment or asphalt uplift/failure. This test result indicates that posts anchored in asphalt utilizing the American Earth Anchor 9" Penetrator meet the desired uplift resistance of 565 lbs. per post. Please note that during all of the above testing, no failure of the beam/post connections occurred. Posts anchored to the asphalt surfaces with the metal plate system do not provide sufficient uplift resistance. As demonstrated, posts anchored with the American Earth Anchor, 9" Penetrator system provide sufficient resistance. Contour therefore recommends that all walkway canopy structures located over the asphalt surfaces be anchored with the American Earth Anchor system. Anchoring walkway canopies on asphalt “ x x ” Contact us for the full report ¾" (19 mm) Through asphalt Pilot hole first 660 lbs. (2.94 kN) Page 21 of 35 Page 22 of 35 Client: Stalcup Construction Job Number: 1198.23 Engineer: Levi Voigt Project: Meridian U Haul Storage Date: 9/12/2023 Wall OOP Loading Wmax_wind=11.40 psf Wparapet=0.00 psf Wmax_wind_neg=-6.61 psf Metal Panel Check From Shear Wall Design, Provide:26 GA PBR Deck, 2 SPAN @ 3' O.C. Allowable Loading:105.6 psf OK Allowable Outward Pressure:114.41 psf OK Standard Stud Check Span:9.5 ft Spacing:2 ft Wwind=22.80 plf M=257.17 lb-ft Provide:4.0X2.0C16 Stud Mallow=1808 lb-ft OK Stud Connection @ Foundation V=108.28 lb Provide:#12 Screws # of Screws 2 V=570 lb Vallow=1140 lb OK Stud Connection @ Roof V=108.28 lb Provide:#12 Screws # of Screws 2 V=570 lb Vallow=1140 lb OK Jamb Stud Check - Standard Span:9.5 ft Opening Height:7 ft Opening Width:8 ft Jamb Trib. Width:0.5 ft Wall Height:9.5 ft Jamb Load:48.44 plf M=546.49 lb-ft Provide:4.0X2.0C16 Stud Mallow=1808 lb-ft OK Page 23 of 35 PBR Wall Panel 29 Gauge (0.0133"), Fy = 60 ksi, Fu = 61.5 ksi SPAN TYPE 3.0 4.0 5.0 6.0 7.0 8.0 9.0 NEGATIVE WIND LOAD 93.75 52.73 33.75 23.44 17.22 13.18 10.42 LIVE LOAD/DEFLECTION 67.01 41.08 26.29 18.26 13.41 10.27 8.11 NEGATIVE WIND LOAD 61.91 37.19 24.61 17.42 12.96 10.00 7.94 LIVE LOAD/DEFLECTION 70.40 45.18 30.41 21.75 16.28 12.62 10.06 NEGATIVE WIND LOAD 73.01 44.74 29.96 21.37 15.96 12.36 9.84 LIVE LOAD/DEFLECTION 80.00 53.43 36.52 26.39 19.89 15.50 12.40 NEGATIVE WIND LOAD 69.51 42.31 28.22 20.08 14.97 11.58 9.21 LIVE LOAD/DEFLECTION 77.00 50.82 34.56 24.89 18.72 14.56 11.63 26 Gauge (0.0181"), Fy = 60 ksi, Fu = 61.5 ksi SPAN TYPE 3.0 4.0 5.0 6.0 7.0 8.0 9.0 NEGATIVE WIND LOAD 133.48 75.08 48.05 33.37 24.52 18.77 14.83 LIVE LOAD/DEFLECTION 119.08 69.83 44.69 31.04 22.80 17.46 13.79 NEGATIVE WIND LOAD 114.41 66.59 43.33 30.37 22.44 17.24 13.66 LIVE LOAD/DEFLECTION 105.60 71.09 46.37 32.55 24.07 18.51 14.66 NEGATIVE WIND LOAD 138.49 81.62 53.46 37.61 27.86 21.44 17.00 LIVE LOAD/DEFLECTION 120.00 86.91 57.11 40.25 29.85 22.99 18.24 NEGATIVE WIND LOAD 130.70 76.70 50.12 35.22 26.06 20.05 15.89 LIVE LOAD/DEFLECTION 115.50 81.75 53.58 37.71 27.93 21.50 17.05 24 Gauge (0.0223"), Fy = 50 ksi, Fu = 60 ksi SPAN TYPE 3.0 4.0 5.0 6.0 7.0 8.0 9.0 NEGATIVE WIND LOAD 126.37 71.08 45.49 31.59 23.21 17.77 14.04 LIVE LOAD/DEFLECTION 125.69 70.70 45.25 31.42 23.09 17.68 13.97 NEGATIVE WIND LOAD 120.59 69.04 44.56 31.09 22.91 17.57 13.90 LIVE LOAD/DEFLECTION 117.33 69.40 44.80 31.25 23.03 17.66 13.97 NEGATIVE WIND LOAD 148.17 85.44 55.34 38.68 28.53 21.90 17.34 LIVE LOAD/DEFLECTION 133.33 85.87 55.62 38.89 28.68 22.02 17.43 NEGATIVE WIND LOAD 139.13 80.03 51.77 36.16 26.66 20.46 16.19 LIVE LOAD/DEFLECTION 128.33 80.43 52.04 36.35 26.81 20.57 16.28 22 Gauge (0.0286"), Fy = 50 ksi, Fu = 60 ksi SPAN TYPE 3.0 4.0 5.0 6.0 7.0 8.0 9.0 NEGATIVE WIND LOAD 163.85 92.16 58.98 40.96 30.09 23.04 18.21 LIVE LOAD/DEFLECTION 174.46 98.14 62.81 43.62 32.04 24.53 19.38 NEGATIVE WIND LOAD 168.30 96.14 61.98 43.21 31.83 24.41 19.31 LIVE LOAD/DEFLECTION 158.71 90.50 58.30 40.63 29.91 22.94 18.14 NEGATIVE WIND LOAD 207.24 119.12 77.03 53.80 39.67 30.44 24.09 LIVE LOAD/DEFLECTION 195.75 112.25 72.50 50.61 37.29 28.61 22.64 NEGATIVE WIND LOAD 194.44 111.53 72.04 50.29 37.06 28.43 22.50 LIVE LOAD/DEFLECTION 183.56 105.06 67.79 47.29 34.84 26.72 21.14 Notes: 1. Strength calculations based on the 2012 AISI Standard "North American Specification for the Design of Cold-formed Steel Structural Members." 2. Allowable loads are applicable for uniform loading and spans without overhangs. 3. LIVE LOAD/DEFLECTION load capacities are for those loads that push the panel against its supports. The applicable limit states are flexure, shear, combined shear and flexure, web crippling at end and interior supports, and a deflection limit of L/60 under 10-year wind loading. 4. NEGATIVE WIND LOAD capacities are for those loads that pull the panel away from its supports. The applicable limit states are flexure, shear, combined shear and flexure, and a deflection limit of L/60 under 10-year wind loading. 5. Panel pullover and Screw pullout capacity must be checked separately using the screws employed for each particular application when utilizing this load chart. 6. Effective yield strength has been determined in accordance with section A2.3.2 of the 2012 NAS specification. 7. The use of any accessories other than those provided by the manufacturer may damage panels, void all warranties and will void all engineering data. 8. This material is subject to change without notice. Please contact MBCI for most current data. 4-span The Engineering data contained herein is for the expressed use of customers and design professionals. Along with this data, it is recommended that the design professional have a copy of the most current version of the North American Specification for the Design of Cold-Formed Steel Structural Members published by the American Iron and Steel Institute to facilitate design. This Specification contains the design criteria for cold-formed steel components. Along with the Specification, the designer should reference the most current building code applicable to the project jobsite in order to determine environmental loads. If further information or guidance regarding cold-formed design practices is desired, please contact the manufacturer. 4-span LOAD TYPE SPAN IN FEET 1-span 2-span 3-span 4-span LOAD TYPE SPAN IN FEET 1-span 2-span 3-span 4-span LOAD TYPE SPAN IN FEET 1-span 2-span 3-span ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT LOAD TYPE SPAN IN FEET 1-span 2-span 3-span Subject to change without notice Effective November 18, 2013Page 24 of 35 NOTES: Section properties and allowable loads are computed in accordance with AISI North American Specification for the Design of Cold-Formed Steel Structural Members, 2012 edition IX and IY are for deflection determination Se and SY are for bending Material is either ASTM A653 Gr. Class 1, A1011 HSLAS Gr. 55 Class 1, or A1011 SS Gr. 55 Fy = 55 ksi Fu = 70 ksi Section Name D x B (in)Gage Thickness (in) Weight (lb/ft) Area (in2) Lip (in) Ma (k-ft) Va (kips) IX (in4) Sxe (in3) RX (in) IY (in4) Sye (in3) RY (in) 4.0x2.0C16 4.0 x 2.0 16 0.059 1.793 0.527 0.773 1.808 3.842 1.331 0.659 1.588 0.314 0.239 0.772 4.0x2.0C14 4.0 x 2.0 14 0.070 2.127 0.626 0.800 2.147 5.031 1.564 0.782 1.581 0.371 0.290 0.770 4.0x2.0C13 4.0 x 2.0 13 0.085 2.583 0.760 0.836 2.574 6.057 1.876 0.938 1.571 0.449 0.358 0.768 4.0x2.0C12 4.0 x 2.0 12 0.105 3.191 0.938 0.885 3.125 7.396 2.278 1.139 1.558 0.550 0.445 0.766 4.0x2.5C16 4.0 x 2.5 16 0.059 1.994 0.586 0.773 1.847 3.842 1.560 0.673 1.631 0.533 0.329 0.953 4.0x2.5C14 4.0 x 2.5 14 0.070 2.365 0.696 0.800 2.278 5.031 1.835 0.830 1.624 0.630 0.399 0.952 4.0x2.5C13 4.0 x 2.5 13 0.085 2.872 0.845 0.836 2.962 6.057 2.201 1.079 1.614 0.763 0.495 0.950 4.0x2.5C12 4.0 x 2.5 12 0.105 3.548 1.043 0.885 3.672 7.396 2.676 1.338 1.601 0.938 0.617 0.948 5.0x2.5C16 5.0 x 2.5 16 0.059 2.194 0.645 0.773 2.480 3.842 2.604 0.904 2.009 0.578 0.332 0.946 5.0x2.5C14 5.0 x 2.5 14 0.070 2.603 0.766 0.800 3.050 5.409 3.069 1.111 2.002 0.684 0.403 0.945 5.0x2.5C13 5.0 x 2.5 13 0.085 3.161 0.930 0.836 3.964 7.810 3.693 1.445 1.993 0.829 0.502 0.944 5.0x2.5C12 5.0 x 2.5 12 0.105 3.905 1.148 0.885 4.946 9.561 4.505 1.802 1.981 1.020 0.635 0.942 6.0x2.5C16 6.0 x 2.5 16 0.059 2.395 0.704 0.773 3.170 3.319 3.971 1.155 2.375 0.616 0.334 0.935 6.0x2.5C14 6.0 x 2.5 14 0.070 2.841 0.836 0.800 3.889 5.409 4.687 1.417 2.368 0.729 0.406 0.934 6.0x2.5C13 6.0 x 2.5 13 0.085 3.450 1.015 0.836 5.048 7.975 5.649 1.839 2.360 0.884 0.506 0.933 6.0x2.5C12 6.0 x 2.5 12 0.105 4.262 1.253 0.885 6.321 11.727 6.909 2.303 2.348 1.088 0.642 0.932 AXIS Y-YDIMENSIONAL PROPERTIES ALLOWABLES AXIS X-X Revision Date: September 23rd,2010 1 of 7 Page 25 of 35 VERTICAL Page 26 of 35 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Latitude:43.8328 Risk Category:II Longitude:-111.7766 Soil Class:D - Default (see Section 11.4.3) Elevation:4867.430114310908 ft (NAVD 88) Page 1 of 2https://asce7hazardtool.online/Mon Sep 11 2023 Page 27 of 35 Snow Results: Ground Snow Load, p : 50 lb/ftg 2 Mapped Elevation: 4867.4 ft Data Source: Date Accessed: Mon Sep 11 2023 Statutory requirements of the Authority Having Jurisdiction are not included. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 2 of 2https://asce7hazardtool.online/Mon Sep 11 2023 Page 28 of 35 Client: Stalcup Construction Job Number: 1199.23 Engineer: Levi Voigt Project: Rexburg U Haul Storage Date: 9/12/2023 Snow Load Reduction Pg :50 psf (Local Ground Snow Load Given by Jurisdiction) Ce :1 ASCE 7-16 Table 7.3-1 Ct :1.2 ASCE 7-16 Table 7.3-2 IS :1 ASCE 7-16 Table 1.5-2 Cs :1 ASCE 7-16 Figure 7.4-1 Pf :42 psf Pf_min :25 psf (Minimum Roof Snow Load) Pf :42 psf Ps :42 psf S =42 psf Snow Drift Roof Slope:0.5 :12 2.39 degrees Unbalanced Snow Loads Don't Apply γ =19.46 PCF hb =2.16 ft hstep :0 ft hc =-2.16 ft hc /hb =-1 <0.2 Analysis not Req'd Leeward hd : lu1 :0 ft hd =-1.13 ft ASCE 7-16 Figure 7.6-1 Windward hd : lu1 :0 ft hd =-1.13 ft ASCE 7-16 Figure 7.6-1 (*0.75) hd =-1.13 ft Use w=4*hd^2/hc w =-17 ft Pd =0 psf <min, no Analysis Req'd Page 29 of 35 Client: Stalcup Construction Job Number: 1199.23 Engineer: Levi Voigt Project: Rexburg U Haul Storage Date: 9/12/2023 Roof Framing Metal Roof Decking Roof Decking From Lateral:26 GA, Standing Lock Seam Roof Framing Spacing:2 ft Dead Load:2 psf Live Load:20 psf Snow Load:42 psf Total:44 psf Allowable:204 psf OK Roof Purlins - 10' Span Span:10 ft Spacing:2 ft Dead Load:5 psf Snow Load:42 psf Total Load:94 plf Mtotal=1175.00 lb-ft Provide:6.0x2.5Z16 Mall=3330 lb-ft OK Floor Joists - 10' Span Span:10 ft Spacing:2 ft Dead Load:8 psf Live Load:125 psf Total Load:266 plf Mtotal=3325.00 lb-ft Provide:6.0x2.5Z16 Mall=3330 lb-ft OK Leveling Bracket Load Reduction Ptot Joists=1430 lb Block Area 1 ft2 Bracket Dia.6 in Bracket Rad.0.25 ft Bearing Area 0.55 ft2 Tot Bear. Area 1.55 ft3 Bearing Pres. =925 psf OK All. Bearing :1500 psf Page 30 of 35 Client: Stalcup Construction Job Number: 1199.23 Engineer: Levi Voigt Project: Rexburg U Haul Storage Date: 9/12/2023 Floor Rim Joist Analysis Ptot =1380 lb Sx:0.916 in3 Span: 2.00 ft Mtotal=690 lb-ft Provide:600S162-54 Structural Track Mall=3817 lb-ft OK f Exterior Stud Load Reduction - Type 1 Purlin Span 10 ft Stud Spacing 2 ft Dead Load:5 psf Snow Load:42 psf Pstud=470 lb (ASD Load Comb. 6a) Page 31 of 35 ENGINEERING UD-6 REV 02.02 SEE www.mbci.com FOR CURRENT INFORMATION SUBJECT TO CHANGE WITHOUT NOTICE Ultra-Dek ® 24" 3" Ultra-Dek® PANEL 24” Coverage ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT 26 Gauge (Fy = 50 KSI) SPAN TYPE LOAD TYPE SPAN IN FEET 2.5 3.0 3.5 4.0 4.5 5.0 5.5 SINGLE LIVE 146.9 122.4 104.9 91.8 81.6 72.0 59.5 2-SPAN LIVE 146.9 122.4 104.9 86.5 68.4 55.4 45.8 3-SPAN LIVE 146.9 122.4 104.9 91.8 81.6 69.2 57.2 4-SPAN LIVE 146.9 122.4 104.9 91.8 79.8 64.6 53.4 24 Gauge (Fy = 50 KSI) SPAN TYPE LOAD TYPE SPAN IN FEET 2.5 3.0 3.5 4.0 4.5 5.0 5.5 SINGLE LIVE 204.0 170.0 145.7 127.5 113.3 92.3 76.3 2-SPAN LIVE 204.0 170.0 145.7 118.7 93.8 75.9 62.8 3-SPAN LIVE 204.0 170.0 145.7 127.5 113.3 94.9 78.4 4-SPAN LIVE 204.0 170.0 145.7 127.5 109.4 88.6 73.2 22 Gauge (Fy = 50 KSI) SPAN TYPE LOAD TYPE SPAN IN FEET 2.5 3.0 3.5 4.0 4.5 5.0 5.5 SINGLE LIVE 296.9 247.5 212.1 185.6 148.2 120.1 99.2 2-SPAN LIVE 296.9 247.5 212.1 166.2 131.3 106.3 87.9 3-SPAN LIVE 296.9 247.5 212.1 185.6 164.1 132.9 109.9 4-SPAN LIVE 296.9 247.5 212.1 185.6 153.2 124.1 102.6 NOTES: 1. THE ABOVE LOADS ARE NOT FOR USE WHEN DESIGNING PANELS TO RESIST WIND UPLIFT. 2. Strength calculations based on the 2012 AISI Standard “North American Specification for the Design of Cold-formed Steel Structural Members.” 3. Allowable loads are applicable for uniform loading and spans without overhangs. 4. LIVE load capacities are for those loads that push the panel against its supports. The applicable limit states are flexure, shear, combined shear and flexure, web crippling at end and interior supports, and a deflection limit of L/180 under strength-level loads. 5. Panel pullover and Screw pullout capacity must be checked separately using the screws employed for each particular application when utilizing this load chart. 6. The use of any field seaming equipment or accessories including but not limited to clips, fasteners, and support plates other than tha provided by the manufacturer may (eave, backup, rake, etc.) damage panels, void all warranties and will void all engineering data. 7. This material is subject to change without notice. Please contact MBCI for the most current data. The Engineering data contained herein is for the expressed use of customers and design professionals. Along with this data, it is recommended that the design professional have a copy of the most current version of the North American Specification for the Design of Cold-Formed Steel Structural Members published by the American Iron and Steel Institute to facilitate design. This Specification contains the design criteria for cold- formed steel components. Along with the Specification, the designer should reference the most current building code applicable to the project jobsite in order to determine environmental loads. If further information or guidance regarding cold-formed design practices is desired, please contact the manufacturer. Page 32 of 35 NOTES: Section properties and allowable loads are computed in accordance with AISI North American Specification for the Design of Cold-Formed Steel Structural Members, 2012 edition IX and IY are for deflection determination Se and SY are for bending Material is either ASTM A653 Gr. Class 1, A1011 HSLAS Gr. 55 Class 1, or A1011 SS Gr. 55 Fy = 55 ksi Fu = 70 ksi Section Name D x B (in)Gage Thickness (in) Weight (lb/ft) Area (in2) Lip (in) Ma (k-ft) Va (kips) IX (in4) Sxe (in3) RX (in) IY (in4) Sye (in3) RY (in) 4.0x2.0C16 4.0 x 2.0 16 0.059 1.793 0.527 0.773 1.808 3.842 1.331 0.659 1.588 0.314 0.239 0.772 4.0x2.0C14 4.0 x 2.0 14 0.070 2.127 0.626 0.800 2.147 5.031 1.564 0.782 1.581 0.371 0.290 0.770 4.0x2.0C13 4.0 x 2.0 13 0.085 2.583 0.760 0.836 2.574 6.057 1.876 0.938 1.571 0.449 0.358 0.768 4.0x2.0C12 4.0 x 2.0 12 0.105 3.191 0.938 0.885 3.125 7.396 2.278 1.139 1.558 0.550 0.445 0.766 4.0x2.5C16 4.0 x 2.5 16 0.059 1.994 0.586 0.773 1.847 3.842 1.560 0.673 1.631 0.533 0.329 0.953 4.0x2.5C14 4.0 x 2.5 14 0.070 2.365 0.696 0.800 2.278 5.031 1.835 0.830 1.624 0.630 0.399 0.952 4.0x2.5C13 4.0 x 2.5 13 0.085 2.872 0.845 0.836 2.962 6.057 2.201 1.079 1.614 0.763 0.495 0.950 4.0x2.5C12 4.0 x 2.5 12 0.105 3.548 1.043 0.885 3.672 7.396 2.676 1.338 1.601 0.938 0.617 0.948 5.0x2.5C16 5.0 x 2.5 16 0.059 2.194 0.645 0.773 2.480 3.842 2.604 0.904 2.009 0.578 0.332 0.946 5.0x2.5C14 5.0 x 2.5 14 0.070 2.603 0.766 0.800 3.050 5.409 3.069 1.111 2.002 0.684 0.403 0.945 5.0x2.5C13 5.0 x 2.5 13 0.085 3.161 0.930 0.836 3.964 7.810 3.693 1.445 1.993 0.829 0.502 0.944 5.0x2.5C12 5.0 x 2.5 12 0.105 3.905 1.148 0.885 4.946 9.561 4.505 1.802 1.981 1.020 0.635 0.942 6.0x2.5C16 6.0 x 2.5 16 0.059 2.395 0.704 0.773 3.170 3.319 3.971 1.155 2.375 0.616 0.334 0.935 6.0x2.5C14 6.0 x 2.5 14 0.070 2.841 0.836 0.800 3.889 5.409 4.687 1.417 2.368 0.729 0.406 0.934 6.0x2.5C13 6.0 x 2.5 13 0.085 3.450 1.015 0.836 5.048 7.975 5.649 1.839 2.360 0.884 0.506 0.933 6.0x2.5C12 6.0 x 2.5 12 0.105 4.262 1.253 0.885 6.321 11.727 6.909 2.303 2.348 1.088 0.642 0.932 AXIS Y-YDIMENSIONAL PROPERTIES ALLOWABLES AXIS X-X Revision Date: September 23rd,2010 1 of 7 Page 33 of 35 12 PHYSICAL & STRUCTURAL PROPERTIES clarkdietrich.comThe technical content of this literature is effective 11/1/12 and supersedes all previous information. Gross Properties: Ix = Moment of Inertia of cross-section about the x-axis.Sx = Section Modulus about the x-axis.Rx = Radius of Gyration of cross-section about the x-axis.Iy = Moment of Inertia of cross-section about the y-axis.Ry = Radius of Gyration of cross-section about the y-axis. Effective Properties: Ixe = Effective Moment of Inertia of cross-section about the x-axis.Sxe = Effective Section Modulus about the x-axis.Ma = Allowable Moment based on local buckling.Mad = Allowable Moment based on distortional buckling, assuming Kφ=0. Torsional and Other Properties: J = St. Venant Torsional Constant. The values of J shown in the tables have been factored by 1000.Cw = Warping Torsion Constant.Xo = Distance from shear center to the centroid along the principal axis.m = Distance from shear center to mid-plane of web. Ro = Polar Radius of Gyration of cross-section about the shear center.Βeta = 1-(Xo/Ro).2 Lu = Critical unbraced length for lateral-torsional buckling. Members are considered fully braced when unbraced length is less than Lu. Pub. No. CD-STR-TechGuide 11/12 Complies with AISI S100-07 NASPEC with 2010 supplement • IBC 2012 6" STUD/TRACK PROPERTIES Member Design thickness (in) Yield strength Fy (ksi) Gross Properties Effective Properties Torsional Properties Lu (in)Area Weight Ix Sx Rx Iy Ry Ixe Sxe Ma Mad Jx1000 Cw Xo m Ro ȕ(in2)(lb/ft)(in4)(in3)(in)(in4)(in)(in4)(in3)(in-k)(in-k)(in4)(in6)(in)(in)(in) 6" S t u d 600S137-33 0.0346 33 0.318 1.08 1.58 0.528 2.23 0.0685 0.464 1.55 0.455 8.98 8.19 0.127 0.500 -0.807 0.519 2.42 0.889 33.5 600S137-43 0.0451 33 0.413 1.41 2.04 0.681 2.22 0.0871 0.459 2.04 0.645 12.7 11.8 0.280 0.633 -0.796 0.513 2.41 0.890 33.3 600S137-54 0.0566 50 0.514 1.75 2.52 0.839 2.21 0.105 0.452 2.52 0.777 23.3 21.3 0.549 0.769 -0.784 0.506 2.39 0.893 26.8 600S137-68 0.0713 50 0.640 2.18 3.10 1.03 2.20 0.125 0.443 3.09 1.03 30.8 28.9 1.08 0.930 -0.768 0.497 2.37 0.895 26.5 600S137-97 0.1017 50 0.889 3.03 4.19 1.40 2.17 0.159 0.423 4.19 1.40 50.8*50.8 3.07 1.22 -0.734 0.480 2.33 0.901 23.6 600S162-33 0.0346 33 0.344 1.17 1.79 0.598 2.28 0.116 0.581 1.79 0.577 11.4 9.47 0.137 0.861 -1.07 0.677 2.59 0.828 41.1 600S162-43 0.0451 33 0.447 1.52 2.32 0.772 2.28 0.148 0.576 2.32 0.767 16.7*14.5 0.303 1.10 -1.06 0.670 2.58 0.830 39.0 600S162-54 0.0566 50 0.556 1.89 2.86 0.954 2.27 0.180 0.570 2.86 0.916 30.3*25.9 0.594 1.34 -1.05 0.663 2.56 0.833 31.4 600S162-68 0.0713 50 0.693 2.36 3.53 1.18 2.26 0.218 0.561 3.52 1.16 39.5*35.7 1.17 1.63 -1.03 0.655 2.54 0.835 30.8 600S162-97 0.1017 50 0.966 3.29 4.80 1.60 2.23 0.283 0.542 4.80 1.60 56.7*56.7 3.33 2.15 -1.00 0.636 2.50 0.841 29.8 600S200-33 0.0346 33 0.379 1.29 2.08 0.692 2.34 0.209 0.743 2.06 0.621 12.3 10.8 0.151 1.59 -1.46 0.901 2.86 0.740 51.6 600S200-43 0.0451 33 0.492 1.67 2.68 0.894 2.34 0.268 0.739 2.68 0.873 17.2 15.4 0.334 2.03 -1.45 0.894 2.84 0.742 51.4 600S200-54 0.0566 50 0.613 2.09 3.32 1.11 2.33 0.329 0.732 3.32 1.02 30.4 27.4 0.655 2.49 -1.43 0.887 2.83 0.744 41.6 600S200-68 0.0713 50 0.764 2.60 4.10 1.37 2.32 0.400 0.723 4.10 1.32 43.7*39.7 1.30 3.05 -1.41 0.878 2.81 0.746 39.3 600S200-97 0.1017 50 1.07 3.63 5.61 1.87 2.29 0.530 0.705 5.61 1.87 64.5*63.7 3.68 4.08 -1.38 0.859 2.77 0.752 38.3 600S250-43 0.0451 33 0.537 1.83 3.08 1.03 2.40 0.458 0.923 3.08 0.918 18.1 16.2 0.364 3.41 -1.87 1.14 3.18 0.652 62.4 600S250-54 0.0566 50 0.670 2.28 3.82 1.27 2.39 0.562 0.917 3.77 1.07 32.0 28.7 0.715 4.19 -1.86 1.13 3.16 0.654 50.5 600S250-68 0.0713 50 0.836 2.84 4.73 1.58 2.38 0.688 0.908 4.72 1.39 41.5 39.1 1.42 5.15 -1.84 1.12 3.14 0.657 50.4 600S250-97 0.1017 50 1.17 3.98 6.50 2.17 2.36 0.923 0.889 6.50 2.06 69.4*66.8 4.03 6.95 -1.80 1.10 3.10 0.661 47.3 600S300-54 0.0566 50 0.726 2.47 4.32 1.44 2.44 0.875 1.10 4.01 1.11 33.1 29.6 0.775 6.45 -2.30 1.37 3.53 0.575 59.1 600S300-68 0.0713 50 0.907 3.09 5.35 1.78 2.43 1.08 1.09 5.22 1.45 43.3 40.5 1.54 7.94 -2.28 1.36 3.51 0.577 58.9 600S300-97 0.1017 50 1.27 4.32 7.38 2.46 2.41 1.45 1.07 7.28 2.25 67.3 64.7 4.38 10.78 -2.24 1.34 3.46 0.581 58.8 6" T r a c k 600T125-33 0.0346 33 0.294 1.00 1.43 0.465 2.20 0.0338 0.339 1.26 0.297 5.87 —0.117 0.238 -0.516 0.337 2.29 0.949 — 600T125-43 0.0451 33 0.383 1.30 1.86 0.604 2.20 0.0435 0.337 1.77 0.461 9.11 —0.260 0.307 -0.513 0.335 2.29 0.950 — 600T125-54 0.0566 50 0.480 1.63 2.34 0.757 2.21 0.0539 0.335 2.24 0.592 17.7 —0.513 0.384 -0.508 0.332 2.29 0.951 — 600T125-68 0.0713 50 0.605 2.06 2.97 0.951 2.22 0.0668 0.332 2.93 0.858 25.7 —1.03 0.483 -0.503 0.329 2.30 0.952 — 600T125-97 0.1017 50 0.862 2.93 4.28 1.35 2.23 0.0919 0.327 4.28 1.347 45.3 —2.97 0.685 -0.491 0.321 2.31 0.955 — 600T150-33 0.0346 33 0.311 1.06 1.59 0.52 2.26 0.057 0.426 1.33 0.303 5.99 —0.124 0.390 -0.684 0.439 2.40 0.919 — 600T150-43 0.0451 33 0.405 1.38 2.07 0.67 2.26 0.073 0.424 1.89 0.474 9.36 —0.275 0.504 -0.680 0.437 2.40 0.920 — 600T150-54 0.0566 50 0.509 1.73 2.61 0.84 2.27 0.091 0.422 2.40 0.609 18.2 —0.543 0.632 -0.675 0.434 2.40 0.921 — 600T150-68 0.0713 50 0.641 2.18 3.31 1.06 2.27 0.113 0.419 3.16 0.891 26.7 —1.09 0.797 -0.669 0.430 2.41 0.923 — 600T150-97 0.1017 50 0.913 3.11 4.78 1.50 2.29 0.156 0.414 4.78 1.444 43.2 —3.15 1.14 -0.656 0.421 2.42 0.926 — 600T200-33 0.0346 33 0.346 1.18 1.91 0.623 2.35 0.126 0.604 1.54 0.333 6.59 —0.138 0.847 -1.05 0.655 2.64 0.843 — 600T200-43 0.0451 33 0.451 1.53 2.49 0.810 2.35 0.163 0.602 2.08 0.565 11.2 —0.305 1.10 -1.04 0.652 2.64 0.844 — 600T200-54 0.0566 50 0.565 1.92 3.15 1.01 2.36 0.203 0.600 2.64 0.717 21.5 —0.604 1.38 -1.04 0.649 2.65 0.846 — 600T200-68 0.0713 50 0.712 2.42 3.99 1.28 2.37 0.254 0.597 3.54 0.973 29.1 —1.21 1.75 -1.03 0.644 2.65 0.849 — 600T200-97 0.1017 50 1.01 3.45 5.77 1.82 2.39 0.355 0.591 5.56 1.57 46.9 —3.50 2.51 -1.02 0.635 2.66 0.854 — 600T300-54 0.0566 50 0.679 2.31 4.21 1.36 2.49 0.622 0.957 3.11 0.722 21.6 —0.725 4.13 -1.84 1.11 3.24 0.677 — 600T300-68 0.0713 50 0.854 2.91 5.35 1.71 2.50 0.778 0.954 4.16 1.05 31.5 —1.45 5.24 -1.83 1.10 3.25 0.681 — 600T300-97 0.1017 50 1.22 4.15 7.76 2.44 2.52 1.10 0.948 6.68 1.72 51.6 —4.20 7.58 -1.82 1.09 3.25 0.688 — 1Web-height-to-thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads. *Allowable moment includes cold work of forming. Page 34 of 35 Section : 400S250-54 (55 ksi) Single C Stud Maxo =1671.2 Ft-Lb 3536.1 lbVa =I =1.47 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors - Design Method = AISI S100 Span/CantiLever Simpson Strong-Tie Bridging Connector Stress Ratio Span N/A - Bending and Shear (Unstiffened): Bending and Shear (Stiffened): Web Stiffeners Required?: 8.6% NA No Shear and Web Crippling Checks Stressed @R1 Support Rx(lb)Ry(lb)Simpson Strong-Tie® Connector Connector Interaction Anchor Interaction Simpson Strong-Tie® Connectors NAR2302.5 0 NABy Others & Anchorage Designed by Engineer NAR1302.5 470 NABy Others & Anchorage Designed by Engineer * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Span Mmax Ft-Lb Mmax/ Maxo Mpos Ft-Lb Bracing (in) Ma(Brc) Ft-Lb Mpos/ Ma(Brc) Deflection (in)Ratio Span 831.9 0.498 831.9 60.0 1607.8 0.517 0.292 L/453 Span Distortional Buckling Check K-phi lb-in/in Lm Brac in Ma-d Ft-Lb Mmax/ Ma-d Span 0.00 132.0 1632.9 0.509 Combined Bending and Axial Load Details Span 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 470.0(c)60.0 80 0.0 132.0 5681.4(c)60.0 0.08 0.60 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:1199.23 Rexburg U Haul - Mono Slope Model:Exterior Wall Stud - Type 1 2012 NASPEC [AISI S100-2012]Code: Page 1 of 1 Date: 09/12/2023 Simpson Strong-Tie® CFS Designer™ 3.2.0.5 Page 35 of 35