The URL can be used to link to this page

Home My WebLink AboutMUP21-0001 Bridge Structural Calcs2139 Pinecrest Dr. Altadena, CA 91001 Cell: 213-435-2521 e-mail: resur@rbengineersinc.com RB Engineers, Inc. Structural Calculations (E) Bridge Certification Site Address: 170 Casierra Dr. Magalia, CA 95954 Issue / Revision: October 26, 2021 Initial Submission to City Magalia Owner: Mr, Blaine Vinson Cell: 469-715-8054 Aspen Community Development Table of Contents Part I Vertical Load Design V-1 thru V-5 Part II Lateral Force Design Not Used at this time Part III Foundation Design Not Used at this time ATTENTION: If the calculations are provided in an electronic format (on computer disk or computer file via e-mail) as a courtesy to client, the delivery of the electronic file does not constitute the delivery of our professional work product. The signed paper print delivered with this electronic file constitutes our professional work product and in the event the electronic file is altered, the print must be referred to, for the original and correct structural information. We shall not be responsible for any modifications made to the electronic file or for any products derived from the electronic file which are not reviewed, signed and sealed by us. These designs, calculations and specifications are the exclusive property of RB Engineers, Inc., They are the subject of copyright and other legal protection. They may be used only by their intended recipient and only for the project depicted herein. No part of these calculations are to be copied, transferred, reproduced, nor can they be used, in whole or in part, by any other person or for any other project or structure, without the prior express written consent of RB Engineers, Inc. All rights reserved. Steel Beam LIC# : KW-06015136, Build:20.21.10.4 RB ENGINEERS INC.(c) ENERCALC INC 1983-2021 DESCRIPTION:Bridge Design_W 12x65_Uniform Load Only V-3 Project File: 2021-10-25 enercalc.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 Load Resistance Factor Design Fy : Steel Yield :36.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.2650, L = 0.850 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.406: 1 Load Combination +1.20D+1.60L Span # where maximum occurs Span # 1 Location of maximum on span 11.000ft 19.316 k Mn * Phi : Allowable 261.360 k-ft Vn * Phi : Allowable W12x65Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +1.20D+1.60L 101.930 k Section used for this span W12x65 Mu : Applied Maximum Shear Stress Ratio =0.190 : 1 0.000 ft 106.238 k-ft Vu : Applied 0 <360 653Ratio =0 <240.0 Maximum DeflectionMax Downward Transient Deflection 0.291 in 906Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.404 in Ratio =>=240.Max Upward Total Deflection 0.000 in Span: 1 : L Only Span: 1 : +D+L . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.4042 11.063 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 12.980 12.980 Overall MINimum -2.178 -2.178 D Only 3.630 3.630 +D+L 12.980 12.980 +D+0.750L 10.643 10.643 +0.60D 2.178 2.178 L Only 9.350 9.350 Steel Beam LIC# : KW-06015136, Build:20.21.10.4 RB ENGINEERS INC.(c) ENERCALC INC 1983-2021 DESCRIPTION:Bridge Design_W 12x65_Concentrated Only V-4 Project File: 2021-10-25 enercalc.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 Load Resistance Factor Design Fy : Steel Yield :36.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.2650 k/ft, Tributary Width = 1.0 ft Point Load : L = 15.0 k @ 3.0 ft Point Load : L = 15.0 k @ 19.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.367: 1 Load Combination +1.20D+1.60L Span # where maximum occurs Span # 1 Location of maximum on span 11.000ft 28.356 k Mn * Phi : Allowable 261.360 k-ft Vn * Phi : Allowable W12x65Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +1.20D+1.60L 101.930 k Section used for this span W12x65 Mu : Applied Maximum Shear Stress Ratio =0.278 : 1 0.000 ft 95.958 k-ft Vu : Applied 0 <360 642Ratio =0 <240.0 Maximum DeflectionMax Downward Transient Deflection 0.298 in 884Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.411 in Ratio =>=240. Max Upward Total Deflection 0.000 in Span: 1 : L Only Span: 1 : +D+L . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.4114 11.063 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 18.630 18.630 Overall MINimum -2.178 -2.178 D Only 3.630 3.630 +D+L 18.630 18.630 +D+0.750L 14.880 14.880 +0.60D 2.178 2.178 L Only 15.000 15.000