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Home My WebLink AboutDESIGN CALCS - 23-00556 - DL Evans Bank - 500 N 2nd E - SignBRIGGS ENGINEERING,Inc.copyright‐BEI 2020 dean@briggs‐engineering.com LYTLE SIGNS SIGN DESIGN Based on Manufacturer's Drawings Project: Project No.230808 PO# 111430 Date: 28‐Aug‐23 #01.1‐1 IBC‐2018 18' Pylon SIGN DESIGN CALCULATIONS DL Evans Bank, Rexburg, ID 230808‐DL Evans‐Calcs Base & PYL‐F1 Page 1 of 7 BRIGGS ENGINEERING,Inc.copyright‐BEI 2020 dean@briggs‐engineering.com LYTLE SIGNS SIGN DESIGN Based on Manufacturer's Drawings Project: Project No.230808 PO# 111430 Date: 28‐Aug‐23 #01.1‐1 IBC‐2018 18' PylonDL Evans Bank, Rexburg, ID DESIGN CRITERIA: General:STRUCTURE RISK FACTOR II Vertical Loading:Minimum Roof Live Load 20 psf ASCE 7 GSL/Equiv Roof Load 50 35 psf Jurisdiction Snow Load 35 psf Design Vertical Load 35 psf Wind Load:Basic Wind Speed, V = 105 105 mph Design Basic Wind Pressure @30', qs =28psf Wind Directionality Factor, Kd 0.85 Exposure Category C Topographic Factor, Kzt 1.00 Ground Elevation Factor, Ke 0.84 Average Topographic Exposure Factor, Kz 0.85 Velocity Pressure, qp =W Kz Kzt Kd Ke 17.13 psf Gust Effect Factor, G0.85 Ave Sign Height, s3.00ft. Ave. Sign Width, B8.00ft. Effective Sign Depth, Ws 1.66 ft. Height to Top Sign from Ground,_hs 18.00 ft. Ratio s/h 0.17 Ratio B/s 2.67 Force Coefficient, Cf 1.80 Factored Ult. Wind Pressure, Ww = qh*G*Cf =26psf Allowable Stress Factor, w0.60 ASD Wind Pressure, Was =16 psf Seismic:Face Area Dead Load, Wt =20psf 43.82608 Mapped Spectral Accelerations ‐111.78252 for short periods, Ss = 0.369 ASCE‐7 4870 Site Coefficient, Fa = 1.505 ASCE‐7 DMax. Spectral Response, SMS = Fa*Ss = 0.555 ASCE‐7 Design Spectral Response, SDS = 2/3*SMS =0.370 ASCE‐7 Response Modification Coefficient, R =1.50ASCE‐7 Ult Seismic Design Load, Vs = 1.2*SDS*Wt/R =5.9psfASCE‐7 Allowable Stress Factor, ASFs 0.7 ASD Seismic Load, Eas =4.1 psf Governing Lateral Loading: WIND, Pll 15.7 psf Soil:Lateral Loadings Fpv= 150 pcf/ft. Vertical Loadings Fpb= 1500 psf Material Stresses:Yield Strength, Fy = 35000 psi (ASD)Bending Stress, Fb=0.66*Fy= 23100 psi Bearing Stress, Fp=1.8*Fy/2 = 31500 psi Shear Stress, Fv=0.6*Fy/1.5 = 14000 psi Concrete Stress:Concrete Strength, Fc' = 2500 psi Reinforcing Strength, Fy = 60000 psi MEMBER NO. BASE HEIGHT Pw Y Mw Pv (ft) (lbs.) (ft) (ft‐lbs.) (lbs.) 1 0.00 1193 10.48 12495 2131 2 10.67 802 2.80 2246 1329 ASCE 7 Figure 29.4‐1 ASCE 7 Section 26.8 & F26.8‐1 ASCE 7 & LOCAL DATA ASCE 7 EQ (6‐27) 0.00256 V^2 ASCE 7 Table 1.5‐1 ASCE 7 Table 26.6‐1 ASCE 7 Section 26.7.3 Rexburg ASCE 7 T26.9.1 Roof Design Load ASCE 7 Section 2.4 ASCE 7 Figure 29.4‐1 IBC, T.1806.2 ASCE 7 EQ (29.3‐1) ASCE 7 Section 26.9 ASCE 7 Figure 29.4‐1 ASCE 7 T26.10.1 ASCE 7 Figure 29.4‐1 ASCE 7 Figure 29.4‐1 ASCE 7 Figure 29.4‐1 ASCE 7 / Jursidicational Wind Speed 230808‐DL Evans‐Calcs Base & PYL‐F1 Page 2 of 7 BRIGGS ENGINEERING,Inc.copyright‐BEI 2020 dean@briggs‐engineering.com LYTLE SIGNS SIGN DESIGN Based on Manufacturer's Drawings Project: Project No.230808 PO# 111430 Date: 28‐Aug‐23 #01.1‐1 IBC‐2018 18' PylonDL Evans Bank, Rexburg, ID SIGN FORCES: MEMBER #1 Area (Af) Centroid (Cf) Centroid*Area Sign Area #(ft2)(ft from base) (ft3) Ft From Centerline Torsion Area*Arm 1‐DL Evans Sign 24.00 14.00 336.00 0.00 0 2‐Reader Board 27.00 13.00 351.00 0.00 0 3‐Pedestal 24.86 4.33 107.65 0.00 0 4‐26" Pipes 0.00 0.00 0 5‐30" Pipe 0.00 0.00 0 ∙ Af = 75.86 ∙Af*Cf = 794.65 0.00 Sign Centroid = (∙Af*Cf)/∙Af = 10.48 ft. Lateral Load, Pw = ∙Af*Pll = 1192.88 lbs. @ base Vertical Load, Pv = ∙Af*Wt = 2130.88 lbs. @ base MEMBER #2 Area (Af) Centroid (Cf) Centroid*Area Sign Area #(ft2)(ft from base) (ft3) 1‐DL Evans Sign 24.00 3.33 79.92 2‐Reader Board 27.00 2.33 62.91 3‐Pedestal 0.00 0.00 0.00 ∙ Af = 51.00 ∙Af*Cf = 142.83 0.00 Sign Centroid = (∙Af*Cf)/∙Af =2.80ft. above Top of Member #1 Wind Load, Pw = ∙Af*Pll = 801.95 lbs. @ base Vertical Load, Pv = ∙Af*DL = 1328.70 lbs. @ base COLUMN DESIGN: [Use AISC (1.6‐2); fa/Fa + fb/Fb < 1.33] Design using support loads at the base of column member for analysis Assume for column action K=2 at one‐half column height. MEMBER #1 per member total P8x.322 Ax (in2) = 8.40 8.40 Number of Columns 1 Sx (in3) = 16.81 16.81 r (in) =2.94 K = 2 L unbraced (ft.) = 10.48 KL/r = (in.)86 Fa=AISC T.4‐22 12453 psi fa = Pv/Ax = 254 psi Fb = AISC 1.5 = 23100 psi fb = Mw/Sx = 8921 psi fa/Fa + fb/Fb =0.41<1.0 OK! Splice Moment at Splice 2245.94 ft‐lbs. Splice D, ft =2.5 Width/Thickness Lateral Load at upper/bottom Rings 898.38 lbs. 5 Bearing Stress on Interior Pipe 179.68 psi OK 1 Shear Stress at Interior Ring 696.41 psi OK 230808‐DL Evans‐Calcs Base & PYL‐F1 Page 3 of 7 BRIGGS ENGINEERING,Inc.copyright‐BEI 2020 dean@briggs‐engineering.com LYTLE SIGNS SIGN DESIGN Based on Manufacturer's Drawings Project: Project No.230808 PO# 111430 Date: 28‐Aug‐23 #01.1‐1 IBC‐2018 18' PylonDL Evans Bank, Rexburg, ID MEMBER #2 per member total P5x2.58 Ax (in2) = 4.30 4.30 0.258 inch Pipe Thickness Number of Columns 1 Sx (in3) = 5.45 5.45 ry (in) =1.88 K = 2 L unbraced (ft.) =2.80 KL/r = (in.)36 Fa=AISC T.1‐36 18466 psi fa = Pv/Ax = 309.04 psi Fb = AISC 1.5 = 23100.00 psi fb = Mw/Sx = 4945.14 psi fa/Fa + fb/Fb = 0.23 <1.33 OK! FOUNDATION DESIGN [IBC ‐Section 18] VERTICAL CONCRETE WALL FOOTING ‐ IBC ‐ 1807.3.2.1, Equation 18‐1 IBC‐EQ 18‐1 FOOTING DEPTH = A/2(1+(1+(4.36*Y/A))^0.5) Rectangular ASSUMED # Footings, #F = 1 Ftg. Width = (ft.) 5.00 Ftg. Thick = (ft.) 2.50 Depth = (ft.) 5.00 A = (2.34*Pw/#F)/(S*B) =1.00 where S = Soil Bearing @ Depth = 500.00 (psf) B = Effective Footing Width = 5.59 (ft.) MINIMUM FOOTING DEPTH = (FT.) 4.38 OK! CK. FOOTING PRESSURE (psf) = Pv/Ab 170.47 OK ! USE:1‐P8x.322‐EMBEDED INTO A VERTICAL CONCRETE WALL, 5‐FEET WIDE, 5‐FEET DEEP & 2.5‐FEET THICK 230808‐DL Evans‐Calcs Base & PYL‐F1 Page 4 of 7 ASCE 7 Hazards Report Address: Rexburg Idaho, Standard:ASCE/SEI 7-16 Latitude:43.82608 Risk Category:II Longitude:-111.78252 Soil Class:D - Default (see Section 11.4.3) Elevation:4869.759783046875 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 Aug 28 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 3https://asce7hazardtool.online/Mon Aug 28 2023 Page 5 of 7 SS : 0.369 S1 : 0.143 F a : 1.505 F v : 2.314 SMS : 0.555 SM1 : 0.331 SDS : 0.37 SD1 : 0.221 T L : 6 PGA : 0.157 PGA M : 0.233 F PGA : 1.487 Ie : 1 C v : 0.946 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 Aug 28 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 Aug 28 2023 Page 6 of 7 Snow Results: Ground Snow Load, p : 50 lb/ftg 2 Mapped Elevation: 4869.8 ft Data Source: Date Accessed: Mon Aug 28 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. 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