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Specifications 61022020=c m /o3 o SW LIUcDe4 sr' 111111.1== MilillMIMINNMWIP"--------- 11111L\NIIftm..z 'ci)(0 ---aaillik gag I A . ................4 14 i ili I•.•...._ ---wwillgi.111)-w-rillialipinumij" il .11 W.I."-- 111. memmilp., km 4 11--- --,..rommiwiro po • . 10" ' ---. ............01 ._.. . . ,. . .., ' r'i. I il II Structural Calculations 0aUCTUR $.,,���o PROFF TTSD SECURE VESTIBULES a, �*G I NE ey oyi 88908PE Metzger Elementary School RECEIVED 10350 Lincoln Street ,\s Tigard,OR 97223 ve 1r0,9 1. ''°�5 MAR 5 2020 iFFR B., ' CITY OF TIGAHD y 21,2020 EXP.12/31/2021 BUILDING DIVISION Version 1.0/FebJob r#1931310 Holmes Structures OFFICE COPY 1 j!!..1IT ATI() c The calculations provided herein are for the sole use of the Authority Having Jurisdiction and are provided for the purpose of obtaining a permit for the structural design outlined on the Holmes Structures drawings dated 02/21/2020 for the TTSD Secure Vestibules project at Metzger Elementary School. These calculations are not intended for use by other parties,and may not contain sufficient information for the purposes of other parties or other uses. Project: 19313.10 2 3 Project: r i D — m Ca�t1 Project No: G q 3/3- '1") Holmes By: GSr Date: Revision: Page: a N7P 1 1 i tt ©e•`!G r'' .r 'S ,'S f 5� 00) LL S 195'- . (2, ) ^ S o ��I �f�s�oFiL Dc��Gr - (;9- " y DL G G y d Gal.sc,� �rr� vex P,�i .•� i2obt- figgrrrz- C ec.G/ h' c ‘/ ` l C/S ass 1..)‘--41,e % CCa-0 t 4 Project: i'^i`>1 ' me-7 e72.- Project No: " 3l ffl" Holmes s� By: Date: 7/2e)7 o Revision: Page: e-c 77- .' Dew //�sro pL=/,tel LG = 0._3 ^ O. !S '� .Oe y� Bay Y !" ee�C,719.,/ /hG- vt� P ''7 2e 0 •n• 5��✓c, /14- vtr- s Project Title: TTSD SECURE VESTIBULES 5 Engineer: LSP Project ID: 19313.10 Holmes Project Descr: Printed:18 FEB 2020,10:40AM File=C:lUserstl NDR-1.Plin000ME-11EPERCA-21TISD.ec6. Software copyright ENERCALC,INC.1963-2020,Buid:12.20.1.31 . Lic.#:KW-06000326 HOLMES STRUCTURES DESCRIPTION: Storefront header CODE REFERENCES Calculations per AISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29.000.0 ksi Bending Axis: Minor Axis Bending O(0.15)oL(0.05) HSS6x4x3/8 TRT I - - Span= 12.50ft 1 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.150, L=0.050 k/ft, Tributary Width=1.0 ft,(In plane load) DESIGN SUMMARY Design OK i Maximum Bending Stress Ratio = 0.167: 1 Maximum Shear Stress Ratio= 0.032 : 1 Section used for this span HSS6x4x3/8 Section used for this span HSS6x4x3/8 Mu:Applied 5.602 k-ft Vu:Applied 1.793 k Mn*Phi:Allowable 33.525 k-ft Vn*Phi:Allowable 55.652 k Load Combination +1.20D+1.60L Load Combination +1.20D+1.60L I Location of maximum on span 6.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.064 in Ratio= 2,349>=360 I Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.284 in Ratio= 528>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mny Phi'Mny Cb Rm VuMax Vny Phi Vny +1.400 0sgn.L= 12.50 ft 1 0.141 0.027 4.71 4.71 37.25 33.53 1.14 1.00 1.51 61.84 55.65 +120D+1.60L Dsgn.L= 12.50 ft 1 0.167 0.032 5.60 5.60 37.25 33.53 1.14 1.00 1.79 61.84 55.65 +1.200+L Dsgn.L= 12.50 ft 1 0.150 0.029 5.02 5.02 37.25 33.53 1.14 1.00 1.61 61.84 55.65 +1.200 Dsgn.L= 12.50 ft 1 0.121 0.023 4,04 4.04 37.25 33.53 1.14 1.00 1.29 61.84 55.65 +0.90D Dsgn.L= 12.50 ft 1 0.090 0.017 3.03 3.03 37.25 33.53 1.14 1.00 0.97 61.84 55.65 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 - Support 2 Overall MAXimum 1.077 1.077 Overall M1Nimum 0.313 0.313 0 Only 1.077 1.077 L Only 0.313 0.313 Project Title: TTSD SECURE VESTIBULES 6 Engineer: LSP Project ID: 19313.10 HolmesProject Descr: Printed 18 FEB 2020,10:48AM Steel Column File=C:U1sesilEANDR-1.PIMb000ME-11ENERCA-21TTS0.ec6. Software copyright ENERCALC,INC.1983-2020,Buld:12.20.1.31 . Lic.#:KW-06000326 HOLMES STRUCTURES DESCRIPTION: Storefront column Code References Calculations per AISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Steel Section Name: HSS4x4x3I8 Overall Column Height 20 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade ,A500,Grade C, Fy=50 ksi, Carbon Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=20 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=20 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. BENDING LOADS... Out-of-plane:Lat.Point Load at 10.0 ft creating Mx-x,L=0.350 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1161 :1 Maximum Load Reactions.. Load Combination +1.60L Top along X-X 0.0 k Location of max.above base 10.067 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.1750 k Pu 0.0 k Bottom along Y-Y 0.1750 k 0.9•Pn 40.512 k Mu-x 2.781 k-ft Maximum Load Deflections... 0.9•Mn-x: 23.963 k-ft Along Y-Y 0.3409 in at 10.067ft above base For load combination:L Only Mu-y 0.0 k-ft 0.9•Mn-y: 23.963 k-ft Along X-X 0.0 in at 0.oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.006037 :1 Load Combination +1.60L Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 0.280 k Vn"Phi:Allowable 46.377 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLylRy Stress Ratio Status Location +1.60L 0.116 PASS 10.07 ft 1.32 1.00 163.27 163.27 0.006 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y Y Axis Reaction Mx-End Moments k-It My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top L Only 0.175 0.175 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base CO Top @ Base @ Top @ Base 1 Top @ Base @ Top Axial @ Base Maximum 0.175 0.175 Minimum 0.175 0.175 Reaction, X-XAxisBase Maximum 0.175 0.175 Minimum 0.175 0.175 Reaction, Y-Y Axis Base Maximum 0.175 0.175 Minimum 0.175 0.175 Reaction, X-X Pods Top Maximum 0.175 0.175 Minimum 0.175 0.175 Reaction, Y-Y Axis Top Maximum 0.175 0.175 Minimum 0.175 0.175