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Home My WebLink AboutPM Booth Calcs #3 - 2011 Slide LLC Paul Mitchell Display Dew Tour 2011 Breckenridge, CO PEI Job #: 111119 Date: 11-04-11 To Whom It May Concern, The following is in regards to the Paul Mitchell display at the Dew Tour in Breckenridge, CO. The temporary structure has been designed for an 80 mph 3-second wind gust. This structures design wind velocity is below the minimum required for the city of Breckenridge, therefore wind speed monitoring equipment is required at the display. When a 70 mph wind gust is recorded, the fabric on the display must immediately be removed until the wind speed has lowered. The structure has also been designed for a 5 psf roof snow load which is far less than what is required by the city. Due to this lower rating, 4 inches of fresh snow is the maximum allowed on the fabric roof. Any more than 4 inches of snow that accumulates on the fabric roof must be immediately removed or the fabric itself taken off of the structure. The anchorage of the structure is being preformed by others. Alli Sports has informed Plump Engineering that ice augers with a pull out capacity of 4500# will be used for the display. With the capacity given to Plump Engineering, an ice auger is required at each wire brace location. Therefore, the Paul Mitchell display requires a minimum of 6 ice augers to resist the loading described above. If there are any further questions feel free to give us a call. Thank you. Plump Engineering Inc. Richard Plump, P.E. President Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 714-385-1835 FAX: 714-385-1834 RichardPlump @ Peica.com Slide LLC Paul Mitchell Display Dew Tour 2011 Breckenridge, CO PEI Job #: 111119 Date: 11-4-11 To Whom It May Concern, The following is in regards to the Paul Mitchell display at the Dew Tour in Breckenridge, CO. The temporary structure had been originally designed with 6 wire braces. The structure was installed with 4 wires braces, one at each corner with the two wires brace in the middle not installed. These 4 remaining braces still have the capacity to resist the original loading of the structure and do not require any further alteration. If there are any further questions feel free to give us a call. Thank you. Plump Engineering Inc. Richard Plump, P.E. President Plump Engineering, Inc. 914 E. Katella Avenue Anaheim, CA 92805 714-385-1835 FAX: 714-385-1834 RichardPlump @ Peica.com 914 E. Katella Avenue, Anaheim, CA 92805 (714) 385-1835 Fax (714) 385-1834 STRUCTURAL CALCULATIONS Client: Slide LLC Project: Paul Mitchell 2011 Location: Breckenridge, CO Building Code: 2009 IBC Plump File No: 111119 By: G.M.P. Date: November 4, 2011 Revisions: These calculations not valid unless signed and sealed in space above. Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 714-385-1835 FAX: 714-385-1834 RichardPlump @ Peica.com 2009 IBC - Wind Load P=qhGCN Eq. 6-25 ASCE 7-05 qh =0.00256KzKztKdV2I Exposure B h=0-152025 Kz =0.700.700.70 Kzt =1.001.001.00 Kd =0.850.850.85 V=808080 I=0.870.870.87 qh =8.488.488.48 G=1.201.201.20 Case A CNW+=1.301.301.30 CNW-=0.300.300.30 Case B CNW+=-0.10-0.10-0.10 CNW-=-0.90-0.90-0.90 CASE A Positive Wind (Towards Roof) P = 13 13 13 psf Negative Wind (Away from Roof) P = 3 3 3 psf CASE B Positive Wind (Towards Roof) P = -1 -1 -1 psf Negative Wind (Away from Roof) P = -9 -9 -9 psf 2009 IBC - Roof Snow Load Pg = 100 psf Ce = 0.90 (Fully Exposed) Ct = 1.20 (Unheated Structure) I= 0.80(Category I) Pf =0.7CeCtIPg Pf = 60.48 psf Slope = 4.00 in per ft Cs = 1.00 (Slippery Surface) Ps = 60 psf Dead Weight * Anchorage to ground by OTHERS Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 714-385-1835 FAX: 714-385-1834 Aluminum Design: 2009 Aluminum Design Manual Tube: 2.00 in x 0.065 in Area = 0.395 in2 k = 1.00 Sx = 0.185 in3 L = 12.00 in Material = 6082-T6 r = 0.68 in E = 10100 ksi kL/r = 18 D = 0.098 pci Ftu = 42.10 ksi kt = 1.00 Fty = 36.30 ksi ny = 1.65 Fcy = 36.30 ksi nu = 1.95 Fsu = 27.23 ksi BENDING Fb = 1.24 Ftu / ktnu = 26.77 ksi Fb = 1.17 Fty / ny = 25.74 ksi →BENDING TENSION -AXIAL For kL/r < 200 Ft = Ftu / ktnu = 21.59 ksi →TENSION Ft = Fty / ny = 22.00 ksi COMPRESSION -AXIAL Bc = Fcy[1+(Fcy/2250)2]= 36.31 ksi Dc = (Bc/10)(Bc/E)0.5 = 0.22 Cc = 0.41Bc/Dc = 68.38 S1 = [Bc-((nuFcy/ny)]/Dc = -30.27 S2 = Cc = 68.38 For kL/r < S1: Fc = Fcy / ny = 22.00 ksi For S1 < kL/r < S2: Fc = [Bc-(DckL/r)]/nu = 16.66 ksi →COMPRESSION For kL/r > S2: Fc = π2E/nu(kL/r)2 = 166.34 ksi SHEAR Fs = Fsu/1.5nu = 9.31 ksi →SHEAR Plump Engineering, Inc. 914 E. Katella Ave. Anaheim, CA 92805 714-385-1835 FAX: 714-385-1834 Aluminum Design: 2009 Aluminum Design Manual Tube: 0.50 in solid Area = 0.196 in2 k = 1.00 Sx = 0.012 in3 L = 4.00 in Material = 6082-T6 r = 0.13 in E = 10100 ksi kL/r = 32 D = 0.098 pci Ftu = 42.10 ksi kt = 1.00 Fty = 36.30 ksi ny = 1.65 Fcy = 36.30 ksi nu = 1.95 Fsu = 27.23 ksi BENDING Fb = 1.24 Ftu / ktnu = 26.77 ksi Fb = 1.17 Fty / ny = 25.74 ksi →BENDING TENSION -AXIAL For kL/r < 200 Ft = Ftu / ktnu = 21.59 ksi →TENSION Ft = Fty / ny = 22.00 ksi COMPRESSION -AXIAL Bc = Fcy[1+(Fcy/2250)2]= 36.31 ksi Dc = (Bc/10)(Bc/E)0.5 = 0.22 Cc = 0.41Bc/Dc = 68.38 S1 = [Bc-((nuFcy/ny)]/Dc = -30.27 S2 = Cc = 68.38 For kL/r < S1: Fc = Fcy / ny = 22.00 ksi For S1 < kL/r < S2: Fc = [Bc-(DckL/r)]/nu = 15.05 ksi →COMPRESSION For kL/r > S2: Fc = π2E/nu(kL/r)2 = 49.92 ksi SHEAR Fs = Fsu/1.5nu = 9.31 ksi →SHEAR