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1 . IOCtip qR UNITED ENGINEERING, INC. Il�INr /6;ve Consulting Engineering*Civil*Structural* Environmental Engineering*Planning 11,SJO� 922 N.Killingsworth St. -Suite: 1A Telephone: (503) 289-7775 Portland,OR 97217 Fax : (503) 283-4445 USA Email :jaimelim @asianreporter.com Project Name ARE Outdoor Classroom Project Address Tigard, Oregon Project Location Washington County Project Code Sun River Buildings Larry Iverson 503-608-2739 �,`so c r R, //c��41 ' PROFFS <45' �v\GINFF9s�09 11331 A EGON EXCLUSION OF LIABILITIES °O94Y 17,19 bG'r� TO A.SPA I. DISCLAIMER AND RELEASE I EXPIRES:JUNE 30,9v/4, I Buyer hereby waives, releases and renounces all warranties (express or impliect), - obligations and liabilities of United Engineering, Inc. and all other rights and claims and all other remedies against United Engineering, Inc. with respect to any nonconformity, improper installation, workmanship or material. II. EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES United Engineering, Inc. shall have no obligation of liability, whether arising in contract (including warranty), Tort (including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. Date: July 5, 2014 Cavity and Lateral Load Analysis United Engineering, Inc. Yevgeniy& Svetlana Vitruk Page 1 • Project:ARE Outdoor Classroom page Peter(g '�fn Sanchez / Location: Roof Joist 2 x 6 16 UCal4t�) United Engineering Floor Joist \,.."..+4"'°' 922 N Killingsworth of [2009 International Building Code(2005 NOS)] Portland,OR 97217 1.5 IN x 5.5 IN x 20.0 FT(2+9+9)l 16 O.C. StruCalc Version 8.0.113.0 7/15/2014 9:55:56 AM #2-Douglas-Fir-Larch-Dry Use LOADING DIAGRAM Section Adequate By:42.8% Controlling Factor:Moment DEFLECTIONS Left Center Right Live Load -0.08 IN 2L/578 0.11 IN L/988 0.11 IN U948 • Dead Load -0.01 in 0.02 in 0.03 in Total Load -0.10 IN 2L/500 0.13 IN U836 0.14 IN L/765 Live Load Deflection Criteria:U240 Total Load Deflection Criteria: U180 REACTIONS A B C Live Load 207 lb 375 lb 133 lb Dead Load 75 lb 146 lb 46 lb TotalLoad 283 lb 521 lb 179 lb ::::::::::::::::::.:::::::::::::::::::::::._::::::.::•.:::::::::::::.:.::.:......:::::::.:.::::.:.:..:::::::.:.::..::.. Bearing Length 0.30 in 0.56 in 0.19 in 2 ft 9ft t 9ft BEAM DATA Left Center Right Span Length 2 ft 9 ft 9 ft . Unbraced Length-Top O ft 0 ft 0 ft JOIST LOADING Unbraced Length-Bottom 0 ft Oft 0 ft Uniform Floor Loading Left Center Right Floor sheathing applied to top of joists-top of joists fully braced. Live Load LL= 25 psf 25 psf 25 psf Floor Duration Factor 1.15 Dead Load DL= 10 psf 10 psf 10 psf MATERIAL PROPERTIES Total Load TL= 35 psf 35 psf 35 psf #2-Douglas-Fir-Larch TL Adj.For Joist Spacing wT= 46.7 plf 46.7 plf 46.7 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1056 psi Cd=1.15 C1=0.85 CF=1.30 Cr=1.15 Ci=0.80 Shear Stress: Fv= 180 psi Fv'= 166 psi Cd=1.15 Ci=0.80 Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 551 ksi Ci=0.95 Comp.--to Grain: Fc-1-= 625 psi Fc-1'= 625 psi • Controlling Moment: -466 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2, 3 Controlling Shear: 262 lb At left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2, 3 Comparisons with required sections: Req'd Provided Section Modulus: 5.3 in3 7.56 in3 Area(Shear): 2.37 in2 8.25 in2 Moment of Inertia(deflection): 8.63 in4 20.8 in4 Moment: -466 ft-lb 665 ft-lb Shear: 262 lb 911 lb NOTES • f z page Project:ARE Outdoor Classroom Pedrito A. Sanchez Location. Roof Beam 1 -(2)2 x 14 -Rev. 1 First United Engineering Multi-Span Roof Beam 922 N Killingsworth [2009 International Building Code(2005 NDS)] Portland,OR 97217 �+ (2 ) 1.5 IN x 13.25 IN x 16.0 FT(2+ 14) #1 &Btr-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 2/26/2015 11:36:43 AM .Section Adequate By 27.3% Controlling Factor: Moment CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center LOADING DIAGRAM Live Load -0.06 IN 2L/744 0.14 IN L/1190 Dead Load -0.03 in 0.06 in Total Load -0.09 IN 2L/526 0.20 IN L/831 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1486 lb 1138 lb Dead Load 673 lb 505 lb Total Load 2159 lb 1642 lb Bearing Length 1.15 in 0.88 in BEAM DATA Left Center Span Length 2 ft 14 ft Unbraced Length-Top O ft O ft 2 ft 14 ft Unbraced Length-Bottom 2 ft 14 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING Left Center MATERIAL PROPERTIES Roof Live Load RLL= 25 psf 25 psf Roof Dead Load RDL= 10 psf 10 psf #1 & Btr-Douglas-Fir-Larch Roof Tributary Width Side One TW1 = 2 ft 2 ft Base Values Adiusted Roof Tributary Width Side Two TW2= 4.5 ft 4.5 ft Bending Stress: Fb= 1200 psi Fb'= 994 psi Wall Load WALL= 0 plf 0 plf Cd=1.15 CF=0.90 Ci=0.80 Shear Stress: Fv= 180 psi Fv'= 166 psi BEAM LOADING Left Center Cd=1.15 Ci=0.80 Total Live Load 163 plf 163 plf Modulus of Elasticity: E= 1800 ksi E= 1710 ksi Total Dead Load(Adjusted for Roof Pitch) 65 plf 65 plf Min. Mod. of Elasticity: E_min= 660 ksi E_min'= 627 ksi Beam Self Weight 9 plf 9 plf Ci=0.95 Total Load 236 plf 236 plf Comp.--to Grain: Fc-1= 625 psi Fc--- = 625 psi Controlling Moment: 5711 ft-lb 7.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1687 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 1,2 Comparisons with required sections: Redd Provided Section Modulus. 68.98 in3 87.78 in3 Area(Shear). 15.28 in2 39.75 in2 Moment of Inertia(deflection): 198.82 in4 581.55 in4 Moment 5711 ft-lb 7268 ft-lb Shear: 1687 lb 4388 lb NOTES �PVCTUR4 v1y//c P R OFF<8cN Ss, �GG"F'9 11331 -o GON�., ti F �G ,�9 (v � 4 17 91r0 A. SP' E)(PIRES'NE 30,yo/_b � Page Project:ARE Outdoor Classroom Peter Sanchez Location:Roof Beam 2-(2)2 x 14 �SfPu ak .? United Engineering •Multi-Span Roof Beam 's:f;;:-0" 922 N Killingsworth of 7009 International Building Code(2005 NDS)] Portland,OR 97217 2)1.5 IN x 13.25 IN x 14.0 FT(2+12) StruCalc Version 8.0.113.0 7/15/2014 9:55:57 AM -2-Douglas-Fir-Larch-Dry Use 'section Adequate By:0.3% .2ontrolling Factor:Moment CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center LOADING DIAGRAM Live Load -0.06 IN 2L/758 0.12 IN L/1213 • Dead Load -0.02 in 0.04 in Total Load -0.08 IN 2U576 0.16 IN U906 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A_ Live Load 1838 lb 1350 lb Dead Load 666 lb 476 lb Total Load 2504 lb 1826 lb Bearing Length 1.34 in 0.97 in -I BEAM DATA Left Center Span Length 2 ft 12 ft Unbraced Length-Top 0 ft 0 ft 1-2 ft 12ft Unbraced Length-Bottom 2 ft 12 ft - i Roof Pitch 2 :12 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING Left Center .4 Roof Live Load RLL= 25 psf 25 psf MATERIAL PROPERTIES Roof Dead Load RDL= 8 psf 8 psf #2-Douglas-Fir-Larch Roof Tributary Width Side One TW1 = 4.5 ft 4.5 ft Base Values Adjusted Roof Tributary Width Side Two TW2= 4.5 ft 4.5 ft Bending Stress: Fb= 900 psi Fb'= 745 psi Wall Load WALL= 0 plf 0 plf Cd=1.15 CF=0.90 Ci=0.80 BEAM LOADING Left Center Shear Stress: Fv= 180 psi Fv'= 166 psi Total Live Load Cd=1.15 Ci=0.80 225 plf 225 plf Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi Total Dead Load(Adjusted for Roof Pitch) 73 plf 73 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 551 ksi Beam Self Weight 9 plf 9 plf Ci=0.95 Total Load 307 plf 307 plf Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 5437 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1891 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 1,2 Comparisons with required sections: Req'd Provided Section Modulus: 87.56 in3 87.78 in3 Area(Shear): 17.13 in2 39.75 in2 Moment of Inertia(deflection): 184.15 in4 581.55 in4 • Moment: 5437 ft-lb 5451 ft-lb Shear: 1891 lb 4388 lb NOTES • page Project:ARE Outdoor Classroom Peter Sanchez Location:Roof Beam 3-(2)2 x 12 if('Utak()) United Engineering / Multi-Span Roof Beam �ri�"" 922 N Killingsworth or [2009 International Building Code(2005 NDS)] Portland,OR 97217 (2)1.5 IN x 11.25 IN x 13.75 FT(2+11.8) StruCalc Version 8.0.113.0 7/15/2014 9:55:57 AM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:9.3% Controlling Factor:Moment CAUTIONS • Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center LOADING DIAGRAM Live Load -0.07 IN 2L1684 0.13 IN U1095 Dead Load -0.03 in 0.05 in Total Load -0.10 IN 2U492 0.18 IN L/771 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A • Live Load 1307 lb 955 lb Dead Load 589 lb 418 lb Total Load 1896 lb 1372 lb • Bearing Length 1.01 in 0.73 in BEAM DATA Left Center Span Length 2 ft 11.75 ft Unbraced Length-Top 0 ft 0 ft H--2ft-411- 11.75ft Unbraced Length-Bottom 2 ft 11.75 It Roof Pitch 2 :12 Roof Duration Factor 1.15 ROOF LOADING Left Center Notch Depth 0.00 Roof Live Load RLL= 25 psf 25 psf MATERIAL PROPERTIES Roof Dead Load RDL= 10 psf 10 psf #2-Douglas-Fir-Larch Roof Tributary Width Side One TW1 = 2 ft 2 ft Base Values Adjusted Roof Tributary Width Side Two TW2= 4.5 ft 4.5 ft Bending Stress: Fb= 900 psi Fb'= 828 psi Wall Load WALL= 0 plf 0 plf Cd=1.15 CF=1.00 Ci=0.80 BEAM LOADING Left Center Shear Stress: Fv= 180 psi Fv'= 166 psi Total Live Load 163 plf 163 plf Cd=1.15 Ci=0.80 Total Dead Load(Adjusted for Roof Pitch) 66 plf 66 plf . Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi Beam Self Weight 7 plf 7 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 551 ksi Total Load 236 plf 236 plf Ci=0.95 Comp.1 to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 3995 ft-lb 5.88 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1425 lb At left support of span 2(Center Span) . Created by combining all dead loads and live loads on span(s) 1,2 Comparisons with required sections: Req'd Provided Section Modulus: 57.89 in3 63.28 in3 Area(Shear): 12.91 in2 33.75 in2 Moment of Inertia(deflection): 130.32 in4 355.96 in4 Moment: 3995 ft-lb 4366 ft-lb Shear: 1425 lb 3726 lb NOTES 6 • Project:ARE Outdoor Classroom page Peter Sanchez / Location:Outside Column 6 x 6 Grid A ,l United Engineering Column 922 N Killingsworth or [2009 International Building Code(2005 NDS)j Portland, OR 97217 5.5 IN x 5.5 IN x 9.0 FT StruCalc Version 8.0.113.0 7/15/2014 12:42:22 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 13.1% CAUTIONS ' *This column has been designed as a cantilever. ' Note that the length of the column inputed should include the portion of the column below grade above the point of fixity. See IBC 1805.7 for lateral soil bearing calculations. DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.4 IN=U268 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 2280 lb Dead Load: Vert-DL-Rxn= 1099 lb Total Load: Vert-TL-Rxn= 3379 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 0 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 129 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ft Column End Condtion-K(e): 2.1 Axial Load Duration Factor 1.15 9 ft w Lateral Load Duration Factor(Wind/Seismic) 1.33 - COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 201 psi Cd=1.33 Cp=0.27 Ci=0.80 Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 798 psi Cd=1.33 CF=1.00 Ci=O.80 Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 798 psi Cd=1.33 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi A Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 447 ksi Column Section(X-X Axis): dx= 5.5 in AXIAL LOADING Column Section(Y-Y Axis): dy= 5.5 in Live Load: PL= 2280 lb Area: A= 30.25 in2 Dead Load: PD= 1040 lb Section Modulus(X-X Axis): Sx= 27.73 in3 Column Self Weight: CSW= 59 lb Section Modulus(Y-Y Axis): Sy= 27.73 in3 Total Load: PT= 3379 lb Slenderness Ratio: Lex/dx= 41.24 Ley/dy= 41.24 LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat= 6 plf Column Calculations(Controlling Case Only): Point Load: One • Controlling Load Case:Axial total Load and Lateral loads(D+0.75[L+W) Live Load: 75 lb Actual Compressive Stress: Fc= 93 psi Location: 0 ft Allowable Compressive Stress: Fc'= 201 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 689 ft-lb - Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 298 psi • Allowable Bending Stress(X-X Axis): Fbx'= 798 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi ' Allowable Bending Stress(Y-Y Axis): Fby'= 798 psi Combined Stress Factor: CSF= 0.87 NOTES • • Project:ARE Outdoor Classroom page Peter Engine / Location: Center Column 6 x 6-Grid B �'��.� United Engineering Column 922 N Killingsworth of [2009 International Building Code(2005 NDS)] Portland,OR 97217 5.5 IN x 5.5 IN x 9.0 FT StruCalc Version 8.0.113.0 7/15/2014 12:45:04 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 5.3% CAUTIONS This column has been designed as a cantilever. • *Note that the length of the column inputed should include the portion of the column below grade above the point of fixity. See IBC 1805.7 for lateral soil bearing calculations. DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.4 IN=L/268 Live Load Deflection Criteria: U180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 2700 lb Dead Load: Vert-DL-Rxn= 1009 lb Total Load: Vert-TL-Rxn= 3709 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 0 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 129 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ft Column End Condtion-K(e): 2.1 Axial Load Duration Factor 1.15 9 ft w Lateral Load Duration Factor(Wind/Seismic) 1.33 • COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adiusted Compressive Stress: Fc= 700 psi Fc'= 201 psi • Cd=1.33 Cp=0.27 Ci=0.80 Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 798 psi Cd=1.33 CF=1.00 Ci=0 80 Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 798 psi Cd=1.33 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi A Min. Mod. of Elasticity: E_min= 470 ksi E_min'= 447 ksi Column Section(X-X Axis): dx= 5.5 in AXIAL LOADING Column Section(Y-Y Axis): dy= 5.5 in Live Load: PL= 2700 lb Area: A= 30.25 in2 Dead Load: PD= 950 lb Section Modulus(X-X Axis): Sx= 27.73 in3 Column Self Weight: CSW= 59 lb Section Modulus(Y-Y Axis): Sy= 27.73 in3 Total Load: PT= 3709 lb Slenderness Ratio: Lex/dx= 41.24 Ley/dy= 41.24 LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat= 6 plf Column Calculations(Controlling Case Only): Point Load: One Controlling Load Case:Axial total Load and Lateral loads(D+0.75[L+W] Live Load: 75 lb Actual Compressive Stress: Fc= 100 psi Location: 0 ft Allowable Compressive Stress: Fc'= 201 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 689 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 298 psi Allowable Bending Stress(X-X Axis): Fbx'= 798 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 798 psi Combined Stress Factor: CSF= 0.95 NOTES 7 • • Project:ARE Outdoor Classroom page Peter nited Engine / Location:Outside Column 6 x 6-Grid C � .� United Engineering Column 922 N Killingsworth of [2009 International Building Code(2005 NDS)] Portland, OR 97217 5.5 IN x 5.5 IN x 9.0 FT StruCalc Version 8.0.113.0 7/15/2014 12:46:18 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:27.0% CAUTIONS This column has been designed as a cantilever. Note that the length of the column inputed should include the portion of the column below grade above the point of fixity. See IBC 1805.7 for lateral soil bearing calculations. DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.4 IN=U268 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 1910 lb Dead Load: Vert-DL-Rxn= 909 lb Total Load: Vert-TL-Rxn= 2819 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 0 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 129 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ft Column End Condtion-K(e): 2.1 Axial Load Duration Factor 1.15 9 ft Lateral Load Duration Factor(Wind/Seismic) 1.33 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 201 psi Cd=1.33 Cp=0.27 Ci=0.80 - Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 798 psi Cd=1.33 CF=1.00 Ci=0.80 Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 798 psi Cd=1.33 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi A Min. Mod. of Elasticity: E min= 470 ksi E_min'= 447 ksi Column Section(X-X Axis): dx= 5.5 in AXIAL LOADING Column Section(Y-Y Axis): dy= 5.5 in Live Load: PL= 1910 lb Area A= 30.25 in2 Dead Load: PD= 850 lb Section Modulus(X-X Axis): Sx= 27.73 in3 Column Self Weight: CSW= 59 lb Section Modulus(Y-Y Axis): Sy= 27.73 in3 Total Load: PT= 2819 lb Slenderness Ratio: Lex/dx= 41.24 Ley/dy= 41.24 LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat= 6 plf • Column Calculations(Controlling Case Only): Point Load: One Controlling Load Case:Axial total Load and Lateral loads(D+0.75[L+W] Live Load: 75 lb Actual Compressive Stress: Fc= 77 psi Location: 0 ft Allowable Compressive Stress: Fc'= 201 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 689 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 298 psi Allowable Bending Stress(X-X Axis): Fbx'= 798 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 798 psi Combined Stress Factor: CSF= 0.73 NOTES United Engineering' Inc. PROJECT ARE Outdoor Structure PAGE CLIENT: Sunriver Buildings DESIGN BY: PA Sanchez JOB NO.: DATE: 07/15/14 REVIEW BY: PA Sanchez Wind Analysis for Open Structure Based on ASCE 7-05/IBC 2006 INPUT DATA Exposure category(B,C or D) Importance factor,pg 73,(0.87,1.0 or 1.15) I = 1.00 Category II Basic wind speed(3 sec.gust wind) V = 95 mph 1 - Topographic factor(Sec.6.5.7.2,pg 26&45) Kr = 1 Flat J slope Height of mean roof h = 10 ft Il i2 Roof slope 1 : 12 Roof length L = 26 ft Roof horizontal projected width B = 22 ft Effective area of component/cladding A = 30 ft2 e. (ofOIP`tFd) DESIGN SUMMARY 1.Main Wind-Force Resisting System Max horizontal force/base shear from roof = 0.61 kips + 0.06 kips(eave&columns increasing) 0.68 kips Max vertical download force = 6.92 kips Max vertical uplift force = 7.38 kips Max moment at centroid of base from roof = 46.83 ft-kips + 4.68 ft-kips(eave&columns increasing) E 51.51 ft-kips • 2.Component and Cladding Elements Max inward pressure = 27 psf Max net outward pressure = 33 psf ANALYSIS Velocity pressure qh=0.00256 Kh Krt Kd V2 I = 13.75 psf where: qh=velocity pressure at mean roof height,h.(Eq.6-15,page 27) Kh=velocity pressure exposure coefficient evaluated at height,h,(Tab.6-3,Case 1,pg 79) = 0.70 Kd=wind directionality factor.(Tab.6-4,for building,page 80) = 0.85 h=height of mean roof = 10.00 ft Main Wind-Force Resisting System (Sec.6.5.13.2) p=ghGCN F=pA1 where: G=gust effect factor.(Sec.6.5.8,page 26). = 0.85 0=roof angle = 4.76 degree < 45 deg. [Satisfactory] • A,=roof actual area. = Y87.0 ft2,windward 287.0 ft2,leeward CN=net force coefficients.(Fig.6-18A,page 66) Check Fig.6-18A limitation h/L= 0.38 within[0.25,1.0] [Satisfactory] h/B= 0.45 within[0.25, 1.0] [Satisfactory] WIND TO BOTTOM,y=0° WIND TO TOP,y=180° CLEAR FLOW OBSTRUCTED CLEAR FLOW OBSTRUCTED 0 CASE CNW CNL CNW CNL CNW CNL CNW CNL A 0.06 -0.53 -0.82 -1.39 1.01 1.06 -0.31 -1.20 p(psf) 0.66 -6.14 -9.55 -16.25 11.80 12.41 -3.62 -14.02 F(kips) 0.19 -1.76 -2.74 -4.66 3.39 3.56 -1.04 -4.02 4.76 B -1.29 -0.04 -1.48 -0.73 0.61 0.15 0.11 -0.41 p(psf) -15.08 -0.43 -17.31 -8.50 7.19 1.80 1.25 -4.78 F(kips) -4.33 -0.12 -4.97 -2.44 2.06 0.52 0.36 -1.37 (cont'd) WIND TO BOTTOM,y=0° WIND TO TOP,y=180° CLEAR FLOW OBSTRUCTED CLEAR FLOW OBSTRUCTED CASE A CASE B CASE A CASE B CASE A CASE B CASE A CASE B Horizontal force/base shear H(kips) -0.13 -0.37 -0.61 -0.61 0.58 0.21 -0.42 -0.08 Vertical download force V(kips) 0.00 0.00 0.00 0.00 6.92 2.57 0.00 0.00 Vertical uplift force V(kips) 1.57 4.43 7.38 7.38 0.00 0.00 5.04 1.01 Bending moment at centroid of base M(ft-kips) 9.851522 28.2469 46.6621 46.83149 43.84 16.33423 -31.834 -6.34006 Component and Cladding Elements (Sec.6.5.13.3) p=q G CN where: CN=net force coefficients.(Fig.6-19A,page 70) a=Max[Min(0.1L,0.1B, 0.4h),0.04L,0.04B,3ft],(Fig.6-19B,footnote 6) = 3.0 ft For effective area,30 sq.ft.as given CLEAR WIND FLOW OBSTRUCTED WIND FLOW ZONE 3 ZONE 2 ZONE 1 ZONE 3 ZONE 2 ZONE 1 CN 2.34 -2.38 2.18 -1.95 1.45 -1.29 1.13 -2.81 1.05 -2.31 0.69 -1.52 p(psf) 27.37 -27.81 25.49 -22.83 16.99 -15.08 13.17 -32.80 12.32 -26.97 8.07 -17.73 ii I II DESIGN BY: United Engineering' Inc. JOB NO ARE Outdoor Classroom DATE Tigard REVIEW PAGE: BY: Flagpole Footing Design Based on Chapter 18 both IBC&UBC INPUT DATA&DESIGN SUMMARY IS FOOTING RESTRAINED @ GRADE LEVEL? (1=YES,O=NO) 0 no p --f LATERAL FORCE @ TOP OF POLE P= 0.5 k HEIGHT OF POLE ABOVE GRADE H= 10 ft DIAMETER OF POLE FOOTING B= 2 ft H LATERAL SOIL BEARING CAPACITY S= 0.2 ksf/ft ISOLATED POLE FACTOR(IBC 161)4.31 or uec node 3 on Tab 18-I-A) F= 2.5 FIRST TRIAL DEPTH ===> D= 2 ft Y ---_ Use 2 ft dia x 3.73 ft deep footing unrestrained @ ground level D Ill ANALYSIS LATERAL BEARING @ BOTTOM: s,=FSD • LATERAL BEARING @ D/3: Si=0.335, A_2.34P BSS A 2 I+J1+4.36H q[ ],FOR NONCONSTRAINED REQUIRD DEPTH: D= I4.25PH ,FOR CONSTRAINED v BS, NONCONSTRAINED CONSTRAINED LATERAL FORCE @ TOP OF POLE P => 0.50 k 0.50 k HEIGHT OF POLE ABOVE GRADE H => 10.0 ft 10.0 ft DIAMETER OF POLE FOOTING B => 2.00 ft 2.00 ft LATERAL SOIL BEARING CAPACITY FS => 0.50 ksf/ft 0.50 ksf I ft - 1ST TRIAL TRY D,_> 2.00 ft 2.00 ft LAT SOIL BEARING @ 1/3 D S, => 0.33 ksf 0.33 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.00 ksf 1.00 ksf CONSTANT 2.34P/(BS1) A => 1.77 - - REQD FOOTING DEPTH RQRD D=> 5.37 ft 3.26 ft 2ND TRIAL: TRY D2=> 3.69 ft 2.63 ft LAT SOIL BEARING©1/3 D S1 => 0.61 ksf 0.43 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.84 ksf 1.31 ksf CONSTANT 2.34P/(BS1) A => 0.96 - - REQD FOOTING DEPTH RQRD D=> 3.75 ft 2.84 ft 3RD TRIAL: TRY D3=> 3.72 ft 2.74 ft LAT SOIL BEARING @ 1/3 D S, _> 0.61 ksf 0.45 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.86 ksf 1.37 ksf CONSTANT 2.34P/(BSI) A => 0.95 - - REQD FOOTING DEPTH RQRD D=> 3.73 ft 2.79 ft 4TH TRIAL: TRY D4=> 3.73 ft 2.76 ft LAT SOIL BEARING @ 1/3 D S1 => 0.62 ksf 0.46 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.86 ksf 1.38 ksf CONSTANT 2.34P/(BS1) A => 0.95 - - REQD FOOTING DEPTH RQRD D=> 3.73 ft 2.77 ft . 5TH TRIAL: TRY D5=> 3.73 ft 2.77 ft LAT SOIL BEARING @ 1/3 D Si => 0.62 ksf 0.46 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.86 ksf 1.38 ksf CONSTANT 2.34P/(BS1) A => 0.95 - - REQD FOOTING DEPTH RQRD D=> 3.73 ft 2.77 ft /1 • CRUCTUR UNITED ENGINEERING, INC. ��GINF� /off Consulting Engineering*Civil *Structural*Environmental Engineering*Planning 331• r 922INL KiIlingaWQrt11St_-Suite`IA ,off �G�Y GON �� Portland,OR 97217 USA Telephone: (503)381-3749 �9/TO A. 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