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13-0376 (RC) Structural CalcsAN4 DERSON UCTURAL ENGINEERING STRUCTURAL CALCULATIONS: ROCK AND ROLL MINI GOLF JOB # 12058 ARCHITECT: RECEIVED MAY ® 8 2013 CITY CONUNDO-, E E I N7q �OPMENT Robert H Ricciardi AIA 75-400 Gerald Ford Palm Desert, CA DESCRIPTION: CALCULATIONS FOR FREE STANDING WALL AND CANOPY a I-, CITY OF LA QUINTA BUILDING & SAFETY DEFT. APPROVED FOR CONSTRUCTION DA 1 l3 BY 1 24632 San Juan Ave # 240. Dana Point, CA 92629- (949) 470-2323 FAX (949) 470-2324 Email craig@andse.com Andersonse.com .,P FOR PONY WALL CHECK -IN AREA 3" STD n PIPE CO . W/ 1/4" MACHINE BOLTS AT TOP- O MID -POINT AT BOTTOM (E) CONC SLAB d a• a 3 a 1 /4' MID- a 12" SQ.X3'? O" CONC. FTG d . a. 1 /8.. ° 5/8" FII a a • a a 1 /8" X 6" X a STL. PLATE v '•a STUD WALL PIPE COLUMN © FOOTING O Jog: V v I 1A-) i (.10 I v N D E R S O N RUCTURAL ENGINEERING CA DATE: ITEM: '/ AI NDERSON UCTURAL ENGINEERING ; File . ClyserslCraigO FUME-1IENERCA-11MINIGO 1 ECti. POIe Footing Embedded in:SOII ENERCALC;ING.1 f3,Buitdi6.13:2.27,Ver613327. Description : pier at free standing wall • Code References Calculations per IBC 2009 1807.3, CBC 2010, ASCE 7-05 Load Combinations Used: ASCE 7-05 General Information - - Pole Footing Shape Circular Footing Diameter ......... ` .... 12.0 in Calculate Min. Depth for Allowable Pressures ' Lateral Restraint at Ground Surface Allow Passive ................ 300.0 pcf Max Passive ........... 1,500.0 Of, : - --- ----- - - _.. -- - --- --- ----- --- Controlling Values Governing Load Combination: D Only Lateral Load 0.40 k : i Moment 1.60 k-ftK, Restraint @ Ground Surface ' { i Pressure at Depth SW S r1-7 Surface Lateral Restraint Actual 822.68 psf 1 Y & Allowable 862.50 psf Su�gr�face ReVaint Force 1,582.61 lbs ' I it rrumumRP*uY �7i _ F owl „� t� R i Footing Base Area 0.7854 ft^2 Maximum Soil Pressure 0.0 ksf, Applied Loads Lateral Concentrated Load Lateral Distributed Load rApplied Moment D: Dead Load 0.0 k 0.050 klft 0.0 k-ft Lr. Roof Live 0.0 k 0.0 k/ft 0.0 k-ft L : Live 0.0 k ° ' 0.0 klft. 0.0 k-ft S : Snow 0.0 k 0.0 k1ft 0.0 k-ft ; W :Wind 0.0 k 0.0 klft 0.0 k-ft E : Earthquake 0.0 k 0.0 klft 0.0 k-ft _ H : Lateral Earth _ 0.0 k = 0.0 klft, 0.0 k-ft Load distance above TOP of Load above ground surface , ground surface 0.0 ft - 8.0 It BOTTOM of Load above ground surface - 0.0 ft , Load Combination Results Vertical Load 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k D Only - 0.400 1.600 2.88 822.7 862.5 1.000 +D+L+H 0.400 1.600 2.88 - 822.7 862.5 1.000 +D+Lr+H 0.400 ' - 1.60E 2.88 822.7 ' 862.5 1.000 +D+S+H 0.400 _; . 1.600 2.88 822.7 862.5 1.000 +D+0.750Lr+0.750L+H 4s' 0.400 1.600'- o 2.88 822.7 862.5 1.000 +D+0.750L+0.750S+H - 0.400 1.600. 2.88 822.7 862.5 1,000 +D+W+H ; ', 0.400 •" 1.600 J2.88 822.7 862.5 1.000 +M.70E+H 0.400 1.600 • 2.88 822.7 862.5 1.000 +D+0.750Lr+0.750L+0.750W+H 0.400' 1.600 a• 2.88 822.7 862.5 1.000 DERSON AW UCTURAL ENGINEERING FOB@ FOOtl11 ERib@C�CI@C� in SOIL FIe=C:IUserslCraigIDOCUME-IIENERCA-11MINIGO-I:EG g ENERCALC, INC. 198.M013, Build:6,13.227, Ver6:.122 0.001689,� Licensee*: ANDERSON Description : pier at tree standing wall +D+0.750L+0.750S+0.750W+H 0.400 1.600 2.88 822.7 862.5 1.000 +D+0.750Lr+0.750L+0.5250E+H 0.400 1.600 2.88 822.7 862.5 1.000 +D+0.750L+0.750S+0.5250E+H 0.400 1.600 2.88 822.7 862.5 1.000 +0.60D+W+H 0.240 0.960 2.50 652.8 750.0 1.000 +0.60D+0.70E+H 0.240 0.960 2.50 652.8 750.0 1.000 Project: MINI GOLF Location: top plate at free standing wall 2-2x4 Multi -Loaded Multi -Span Beam [2010 California Building Code(2005 NDS)] (2)1.5INx3.5INx10.OFT #2 - Douglas -Fir -Larch - Dry Use StruCalc Version 8.0.112.0 5/5/2013 9:21:23 AM Section Adequate By: 20.2% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.52 IN U229 Dead Load 0.03 in Total Load 0.55 IN U216 Live Load Deflection Criteria: U180 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 200 lb 200 lb Dead Load 11 lb 11 lb Total Load 211 lb 211 lb Bearing Length 0.11 in 0.11 in nm BEAM DATA Center, loft Span Length 10 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 10 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 40 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2 - Douglas -Fir -Larch Beam Self Weight 2 plf Base Values Adiusted Total Uniform Load 42 plf Bending Stress: Fb = 900 psi Fb' = 1350 psi Cd=1.00 CF=1.50 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp.1 to Grain: Fc - 1 = 625 psi Fc -1' = 625 psi Controlling Moment: 528 ft-lb 5.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -211 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 4.7 in3 6.13 in3 Area (Shear): 1.76 in2 10.5 in2 Moment of Inertia (deflection): 8.92 in4 10.72 in4 Moment: 528 ft-lb 689 ft-lb Shear: -211 lb 1260lb page ,editt, Craig Anderson Anderson Structural Engineering 24632 San Juan Ave # 240 ar Dan Point, CA 92629 Project: MINI GOLF Location: Column AT MINI GOLF Column [2010 California Building Code(AISC 13th Ed ASD)] Pipe 3 Std. x 8.0 FT /ASTM A500-GR.B-42 Section Adequate By: 19.6% page Craig Anderson Anderson Structural Engineering 24632 San Juan Ave # 240 or Dan Point, CA 92629 StruCalc Version 8.0.112.0 5/5/2013 9:21:56 AM 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 Deflection due to lateral loads only: Defl = 0.54 IN = U179 Live Load Deflection Criteria: U150 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 0 lb Dead Load: Vert-DL-Rxn = 61 lb Total Load: Vert-TL-Rxn = 61 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: ' TL-Rxn-Top = 0 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 400 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft Column End Condtion-K (e): 2.1 COLUMN PROPERTIES Pipe 3 Std. - Round Steel Yield Strength: Fy = 42 ksi Modulus of Elasticity: E = 29 ksi Column Section: dx = 3.5 in dy = 3.5 in Column Wall Thickness: t = 0.201 in Area: A = 2.08 in Moment of Inertia (deflection): Ix = 2.85 in4 ly = 2.85 in4 Section Modulus: Sx = 1.63 in3 Sy = 1.63 in3 Plastic Section Modulus: Zx = 2.19 in3 Zy = 0 in3 Rad. of Gyration: rx = 1.17 in ry = 1.17 in Column Compression Calculations: KUr Ratio: KLx/rx = 172.31 KLy/ry = 172.31 Controlling Direction for Compr. Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcr = 8.45 ksi Controlling Equation F8-1 Nominal Compressive Strength: Pc = 11 kip Column Bending Calculations per AISC 13th Edition Steel Manual: Controlling Load Case: Axial Dead Load and Lateral Loads (D + Lateral) Eccentricity Moment: Mx -ex = 0 ft-lb My-ey = 0 ft-lb Lateral Moment + Eccentricity: Mrx = 1600 ft-lb Mry = 0 ft-lb A AXIAL LOADING Live Load: PL = 0 lb Dead Load: PD = 0 lb Column Self Weight: CSW = 61 lb Total Load: PT = 61 lb LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 50 plf Flange Buckling Ratio: FBR = 17.41 Allow. Flange Buckling Ratio: AFBR = 48.33 Allow. FBR for Non -Compact: NC = 214.05 Nmnl. Flex. Str. w/ Sfty Factor: Mcx = 4.6 ft-kip Mcy = 4.6 ft-kip Controlling Equation F8-1 Combined Stress Calculations: H1-1b Controls : 0.31 Controlling Combined Stress Factor: 0.31 m BOTTOM OF ROOF ': '°-�.......__... +17'-5-1 /2" SIMPSON MENDING PLATES MP24 2X8.LEDGER W/ —� ��. 3/8" DIAM. LAG BOLT ® 16" O.C. +A t-o AI � �'aD p'�Wz SIMPSON MENQING PLATES ►" TP, s 2X�R W/ —� /1- 3/8" DIAM. LAG BOLT ® 16" O.C. 41ItL.0✓� +9'-0" SIMPSON A34 BOTH SIDES i CORRUGATED METAL PANELS 2X4 STUDS ® 24" SIMPSON MENDING PLATES MRe'*%-' SIMPSON A34 _ BOTH SIDES �� 2X6 STUD i SIMPSON MENDING J 2X6 STUDS 5/8" GYP. BRD. PLATES MP36 @24" O EXISnNG 5/8" GYP. BRD. J S UP AND 2X6 WOOD STUD Tolp FINISH FLOOR JOB:y V 6 ) ?-�A Cho yr �v v N D E R S O N STRUCTURAL ENGINEERING CA DATE: U ITEM: JOB: �v N D E R S O N IRUCTURAL ENGINEERING CA DATE: ITEM: e' - Gl "T SIMPSON MENDING PLATES MP24 2X8 LEDGER W/ — 3/8' DIAM. LAG BOLT ® 16' O.C. SIMPSON MENDING —� PLATES MP24 PLO C7 2X8 LEDGER W— / 3/8" DIAM. LAG BO ® 16" O.C. Al SIMPSON A34 BOTH SIDES 2X4 STUDS ® 24" SIMPSON A34 BOTH SIDES SIMI MENDING PLATES MP36 EXISTING 5/8" GYP. BRD. AND 2X6 WOOD STUD II FINISH FLOOR CORRUGATED METAL PANELS 17 2X6 STUDS ®24" --d 0 2 O �} o 4'o I 1 SIMPSON MENDING PLATES MP24 2X6 STUD 5/8' GYP. BIRD. ASrRUCrUR4L Project Title: Engineer: J Project Descr: JNDERSON ENGINEERING 2-D.Fra"me Analysis Description: canopy 3 (. 0. mw 0.048 f 3. x6 8-3 2x4 2-8 2x6 3- 2x6 2 2-8 x6 7-2 2x6 5 2 2x4 i 7 4-5/ /2x6- 2x4 ,-Aix 6 7 1-4/2x6 4-6/2x6 0. klf 4 0. 1-4/2x6 4-6/2x6 Project ID: I0 Potted: 3 MAY 201: Extreme Joint Displacements 8 Reactions Only Load Combinations giving maximum values are listed Joint Displacements Joint Reactions Joint Label X Y Z X Y Z in in Radians k k k-ft 1 -0.04327 -.0000550 -0.004976 Max 4.0D+Lr+Mb.W1(Q.1) -1.OD+Lr+MbrVV1(0,-1) -1.0D+Lr+;4bt%(0,-1) -0.04327 -.0000550 -0.004976 Min -1.0D+Lr+Mbr'Jh(0,-1) -1.0D+Lr+MbMffl,-1) 4.0D+Lr+MbrWi(0,-1) 2 0.08311 -0.000215 0.000364 Max -1.00+Lr+MbrW1(0,-1) -1.0D+Lr+MbrW1(0,-1) 0.08311 -0.000215 0.000364 Min 1.eD+Lr+;�brr (o.-a -1.0D+Lr+,ubrK1(0,-1) -1.0D+Lr+MbAffi(o,-1) 3 0.07284 -0.000456 -0.007218 Max -1.0D+Lr+MbrW1,N?-1) -1.0D+Lr+A4brVVh0,-1) -1.00+Lr+MbrWi(0.-I) 0.07284 -0.000456 -0.007218 Min -1.0D+Lr+agbrrdl(c,-1) 1.oD+Lr+Mbrvvl(o,-1J -1.0D+Lr+M1brWr(0.-1) 4 -0.04477 -0.1303 -0.001282 Max 1.OD+Lr+h4brtr/t u:-1i i.OD+Lr+,9brtrJ(0: 1) 1.OD+Lr+p�brbVi(0,-1) -0.04477 -0.1303 -0.001282 Mil? 4.0D+Lr+L,1brW1(0,-1) -1.0D+Lr+MbW(0,-1) .1.0D+Lr+Mb0iY1(0,-1) 5 -0.04975 -0.1266 0.001693 Max -1.0+Lr+Mb,vil(o,-1) ..1.0D+Lr+MbAW(0:-1) -1.0D+Lr+,VbANt(0,-1) -0.04975 -0.1269 0.001693 Mir! 1.00+Lr+Mbr1J!(G; ?) .1.00+Lr+MbrWi(0,-1) -1.OD+Lr+MbrWt(0,-1) 6 -0.04507 -0.1231 0.000933 Max 1.OD+Lr+,WMAf(O,-1) -1.0D+Lr+MbrM(0,-1) -1,0D+Lr+MbrW1(0,-1) -0.04507 -0.1231 0.000933 Min 1.OD+Lr+hA'rPJ((0.-1) -1.0D+Lr+�fbriM(C,-1) -1.OD+Lr+MbrWl(0:-1) 7 0.0 0.0 -0.004471 0.3940 0.1570 Max -1.0D+Lr+Ev1b,,VVK-1) -1.0D+Lr+MbgW(0,-1J -1.07+Lr+MbrWt(0.-1) 1.OD+Lr+MbAA,1(0:-1)-1.0D+Lr+MbrM(0,-1) 141,114 4 Project Title: 1414' J Engineer: Project ID: Project Descr: INDERSON STRUCTURAL ENGINEERING PrinWd: 3 btAY 2013,12:42?M11 Z-D Frame Anal SIS " File-C:\UEedt\CraigIDOCUME-1\ENERCA-11NIINIGO-1 EC6..:. y .:..ENERCALC,.INC::1ga3-2013; Build:6:13.5.2, Ver.6:13.5 2 , Description : canopy Extreme Joint Displacements & Reactions Only Load Combinations giving maximum values are listed Joint Displacements Joint Reactions Joint. Label X Y Z X Y Z in in Radians k k k-ft 0.0 0.0 -0.004471 0.3940 0.1570 Min t.0D+u+Mb,,!V(0,-1) 1.0D+Lr+MbrV✓t(0r1) -1.OD+Lr+Mbrv4(0,-1) 1.Ou^+Lr+A4brW((D,-1) -1.0D+Lr+MbiWf0,-1) 8 0.0 0.0 0.003014 -0.3940 0.5014 Max 1.0D+L r+h4brV✓t(0:-1) 1.OD+Lr+WtVil(0,-1) -1.OD+L+M1.emf0,-1) -1.0D+Lr+MbrWt(0,-1) -1.0D+Lr+MbrWt(0,-1) 0.6 0.0 0.003014 -0.3940 0.5014 Min 1.OD+Lr+tvlbrWt(0,-1) -1.0D+b+MbrMj0,-1) -1.0D+U+h4brW((0.-1) -1.OD+Lr+MbrV✓t(0:-1) -1.OD+Lr+hfb,rM(0,-1) Extreme Member End Forces Only Load Combinations giving maximum values are listed Member" I " End Forces Member " J " End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft 1-4 0.4143 0.07978 0.0 -0.4143 -0.03240 0.2244 Max 1.0 4Lr+Mbr✓✓ti0,-1) 1.01)+Lr+MbrWt(0.-1) -1.0D+Lr+MbrM(0,-1) 1.OD+Lr+p,brWt(0,-1) -1.QD+Lr+Mbrrft(0; 1) -1.00+Lr+MbrM(0,-1) 1-0 0.4143 0.07978 0.0 -0.4143 -0.03240 0.2244 Min 1.0D+Lr+M&W(0:-1) -1.0D+1tr+MbrW1(0.-1) -1.0D+Lr+MbrWi(0;-1) -1.0D+Lr+MbrWt(0,-1) -1.0D+Lr+Mb644(0,-1) -1AD+Lr+MbrM(0:-1) 1-7 -0.07978 0.4143 0.0 0.08116 -0.4143 0.3107 Max -1.0D+Lr+MbrV✓t(0.-1) -1.0D+Lr+MbrW((0,-1) -1.0D+Lr+Mb,NVt(0,-1) -1.0D+Lr+MbfM(0,-1) -1.0D+Lr+1VbtW(0,-1) -1.0D+Lr+MbrM(Q.-1) 1-7 -0.07978 0.4143 0.0 0.08116 -0.4143 0.3107 Min -1.0D+Lr+MbtWq ,-11 -1.OD+Lr+hlbrW,(0,-I) -1.0D-Lr+MhrWt(0,-1) -1.OD+Lr+MbrWt(0,-1) -1.OD+Lr+MtrWt(0,-1) -1.0D+Lr+MbAM0,-1) 2-4 -0.1951 0.002349 0.0 0.1904 0.002349 0.0 Max 1.0D+U+A,b6W(0, ;) •1.00+Lr+hfbr+Nt(0.-1) -1.0D+Lr+MbrM(0,-1) -1.0D+Lr+A4brM(0,-1) -1.OD+Lr+MbrWt(0,-1) -1.0D+Lr+h4brW((0,-1) 2-4 -0.1951 0.002346 0.0 0.1904 0.002349 0.0. Min -1.0D+Lr+MbrWt(O,-1) 1.OD+Lr+P�`•bM2(0,-1) -1AD+t1+MbrWf(0;-1) -1.0D+Lr+Mb0M(0,-1) -1.00+Lr+MbrW(0,-1) -1.0D+Lr+h1brW1(0:-1) 2-0 -0.06981 -0.1160 -0.3769 0.07581 0.1166 0.0 Max -1.OD+Lr+Mbr✓✓t(0; 1) -1.0D+Lr+IV,,brWt(0,-1) -1.OD, Lr+MbiWt(0.-1) i.0D+Lr+MbtW((0.-1) -1.0D+1-r+MbrWt(0,-1) -1AD+Lr+MbrM(0:-1) 2-8 -0.06981 -0.1160 -0.3769 0.07581 0.1160 0.6 Min -1.0D+Lr+MbtA1(0,-1) -1 .0D+Lr+MbrKh(0, - 1) -1.0D+Lr+MbrWt(0,-1) -1AD+Lr+MbrWi(0,-'.) -1.0D+Lr+h4brM(0,-1) -1.0D+b-MbrW((0,-1) 3-5 -0.4966 0.1037 -0.2085 0.2099 0.1833 -0.1292 Max -1.0b-MbrWfG..4) -1.0D+Lr+Mbr1Nt(0,-1) -1.0D+U+MbrM(0,-1) -1.OD+Lr+MbAVI(O,-1) -1.0D+Lr+AWN1(0,-1) •1.0D+Lr+M,brWt(0,-1) 3-5 -0.4969 0.1037 -0.2085 0.2099 0.1833 -0.1292 Min -1.OD+Lr+Mb6V'(0,-1) -1.0D+Lr+Mb Wt(0.-1) -1-0D+U+MbrWt(0:-1) -1.00+Lr+Mb0A1(0,-1) -1.0D+Lr+MbrM(0,-1) -1AD+Lr+MbrWt(0,-1) 4-5 0.2785 0.001174 0.0 -0.2762 0.001174 0.0 Max -1,0D+Lr+MWR(0,-1) -1.0D+U+MbrW(0,-1) -1.0D+Lr+MbrWt(0,-1) -1.0D+Lr+h4btiM(0.-1) -1.0D+Lr+MbeoW(0,-1) -1.0D+Lr+Mbr✓✓t(Q-1) 4-5 0.2785 0.001174 0.0 -0.2762 0.001174 6.6 Mir. -1.0D+Lr+MbrvVt(0.-1) -1,OD+U+MbrM(0,-I) -1.0D+Lr+tAbrWt(0,-1) -1.0D+1,'r+MbrK1(0,-1) -1.OD+Lr+MbrWt(O,-1) -1.0D+Lr+MbrWt(Q;-1) 4-6 0.08191 -0.03240 -0.2244 -0.08191 0.07978 0.6 Max 1.OD+Lr+hfbrv4T(0,-1) -1.00+U+Mbr1Aq(0.-1) -1.0D+Lr+MbrM(0,-1) -1.0D+Lr+MbrW1(0,•1) 4.0D+Lr+MbrWtf0,-1) -1.0D+Lr+MbrWt(0,-1) 4-6 0.08191 -0.03240 -0.2244 -0.08191 0.07978 0.0 Min -f.OD+Lr+AAbrW:(0,-1) -1.0D+Lr+MbrW,(0.-1) -1.QD+Lr+AfbrW(Q-1) -1.OD+ r+MbrWt(0,-1) -1.00+U+MbrVJY0,-1) -1.OD+Lr+MbrV✓t(0,-1) 5-6 -0.2087 0.09284 0.1292 0.1143 0.001509' 0.0 Max -1.0D+U+b1,brM(Q,-1) -1.0D+Lr+tAbrM(0,-1) -1.QD+Lr+MbrWt(0,-1) -1.OD+Lr+MbrM(0,-1) -1.0D+Lr+Mbr'M(0,-1) -1.0D+Lr+MbrM(0,-1) 5-6 -0.2087 0.09284 0.1292 0.1143 0.001506 0.6 Min -1.OD+Lr+MarVeh,'0,-1) -1.OD+Lr+Mbt%t(0:-1) -1.0D+Lr+MbrWt(0,-1) -1.OD+Lr+MbrWt(0,-1) 1.ONLr+MbrWt(0.-1) -1.OD+Lr+Mb.Wfa.-1) 7-2 0.07581 0.02034 -0.3107 -0.06981 -0.02034 0.3769 Max -1.0D+Lr+MbrVq(0,-1) -1.DD+Lr+Mbt+Nt,0.-1) -1.0D+Lr+MbrM(0,-1) -1.0D+Lr+MbrM(0,-1) 1.0D+Lr+MbrWt(0:-1) -1.00+Lr+MbrWt0,-1) 7-2 0.07581 0.02034 -0.3107 -0.06981 -0.02034 0.3769 Min -1.0D+Lr+MbrW,(0,-1) -1.0D+Lr+MbrWi(0,-1) -1.QD+U+MbtWt(Q;-1) -1.0D+Lr+MbrWt(Q-1) -1.0D+Lr+Mbr1M(0,-1) -1.OD+Lr+A,fbrWt(O,-1) 8-3 0.4256 0.2780 0.0 -0.4247 -0.2786 0.2085 Max -1.0D+Lr+MbrW,(0.-1) -1,0D+Lr+A4brW1(0,•1) -1.0D+Lt+MbrWt(0,-1) -1.0D+Lr+MbrWt(0,-1) -1.0D+Lr+MbtWt(0,-1) -1.QD+Lr+MbrV✓t(0,-1) 8-3 0.4256 0.2780 0.0 -0.4247 -0.2780 0.2085 Min -1.0D+Lr+NbrWt(0.-1) -1.0D+U+MbrA1(0,-1) -1.0D+L,+MbrM(0,-1) -1.0D+Lr+PfbrWt(0,-1) -1.0D+Lr+Mbr'1h7(0,-t) -1.OD+Lr+Mbr1M(0.-i) Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from "I" Joint Moment Dist from "I" Joint Shear Dist from "I" Joint 14 -0.4143 k 0.0 ft 0.0 k-ft 0.0 ft 0.07978 k 0.0 ft Max -4.OD+Lr+,MbrWt(0,4) -1.0D+Lr+MbrWt(0,-1) -1.0D+Lr+h4brW1!(0,-1) -0.4143k 0.0 ft I -0.2244 k-ft 4.011 I 0.03240 k 4.0 ft Min -1.OD+Lr+Mbr+Ni(0.-1) 1.OD+U+hfbriVt(0,-1) -1.0fKr+Mb.Wt(0,-1) 1-7 I 0.08116k 0.750 ft I 0.0 k-ft 0.0 ft I 0.4143 k 0.0 ft Max -1.OD+Lr+,l4brt1(0. -1) -1.00+U+h4brWt(0,-1) -1.0D+Lr+MbrW1(0. -1) AI NDERSON UCTURAL ENGINEERING 2-D Frame Analysis Description: canopy Project Title: Engineer: Project Descr: Project ID: iv Printed: 3 FAY 2013.12:42M Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from 'I" Joint Moment Dist from '1' Joint Shear Distfrom'I-Joint 0.07978 k 0.0 ft -0.3107 k-ft 0.750 ft 0.4143 k 0.0 ft Min -1.OD+Lr+MbrWt(0,-1) -1.OD+Lr+Mbr'M(o,-1! -1.0D+Lr+MbrW1(0.-1) 2.4 0.1951 k 0.0 ft 0.0 k-ft 0.0 ft I 0.002349 k 0.0 ft MaxI -1.0D+L+Mbe,: !(0,4)I -1.00+Lr+MbrWi(0;-1) -1.0D+Lr+MbrM(Q.-1) 0.1904 k 5.657 ft -0.003320 k-ft 2.771 ft I -0.002349 k 5.657 ft Min I -1.0D+Lr+MbrYR(0,-1) I -1,0D+Lr+Mb,,Wt("0,-1) -1.0D+Lr+MbrM(0,-1) 2-8 0.07581 k 3.250 ft 0.0 k-ft 3.250 ft -0.1160 k 0.0 ft Max I -1.OD+Lr+MbrVVN(0,-1) -1,0D+Lr+MbrM(0,-1) 4.0D+Lr+MbrK#(0,-1) 0.06981 k 0.0 It I -0.3769 k-ft 0.0 ft -0.1160 k 0.0 ft Min -1.0D+Lr+MbrWt(0,-1 i -1.0D+Lr+A4brWt(0,-1) -1.0D+Lr+MbrWt(0,-1) 3-5 0.4969 k 0.0 ft 0.1292 k-ft 8.485 ft I 0.1037 k 0.0 ft Max I •1.OD+Lr+ArbrinJt(O,-1)I -1.0D+Lr•+MbrirV .-1) -1.OD+Lr+MbrWt(0,-1) 0.2099 k 8.485 ft -0.3675 k-ft 3.117 ft I -0.1833 k 8.485 It Min OD+Lr+Mb�{0. tf I 1.OD+L+MbrvVt(0:-1) -1.OD+b+AAbM,(0.-1) 4-5 -0.2762 k 2.828 It 0.0 k-ft 0.0 ft 0.001174 k I 0.0 ft Max I 1.OD+Lr+Mbt' t, .-I) 1.OD+L+M6r+AJ1(0,-1) 1.rJD+Lr+AAbr�Nr(0.-i) -0.2785 k 0.0 It -0.000830 k-ft I 1.443 ft -0.001174 k 2.828 ft I Min I -1.0D+Lr+Mb64i(0,-1) -1.00+Lr+MbrK4(0:-i) -1.0D+Lr+AAbrM(0.-1) 4-0 -0.08191 k 0.0 ft 0.0 k-ft 4.0 ft I -0.03240 k 0.0 ft Max i.OD+Lr+AtbryV (Q -1) -1.00+Lr+MbrV✓t(0,-1) -1.0D+Lr+MbrM(Q.-1) -0.08191 k I 0.0 ft -0.2244 k-ft I 0.0 ft -0.07978 k I 4.0 ft Min -L0D+Lr+MbrM(0,-1) -1.0D+Lr+MbrWt(0,-1) -1.0D+Lr+MbrWt(0,-1) 5-6 0.2087 k I 0.0 ft 0.1292 k-ft I 0.0 ft 0.09284 k 0.0 ft Max -1.QD+Lr+Mbr:1Vt(0,-1) 1.OD+Lr+MbrWt(0,-1) -1.0D+Lr+MbrWt(0,-1) 0.1143 k 2.828 ft 0000320 k-ft 2.771 ft I -0.001509 k 2.828 ft Min A.0D+L r+MbrWt(0,-1) ( -1.0D+Lt-&4brWt( 0,-1) i.QD+Lr+MbrWt(0,-1) 7-2 -0.06981 k ( 3.250 ft -0.3107 k-ft I 0.0 ft 0,02034 k 0.0 ft Max -1.0D+Lr+AAbr'Nt(0.-1) -1.0D+Lr+A4bAV(0,-1) -1.OD+Lr+MbrWt(0,-1) -0.07581 k 0.0 ft I -0.3769 k-ft 3.250 ft I 0.02034 k 0.0 ft Min -1.0D+Lr+Mb.ft,(0.-1) -1.OD+Lr+MbtW.(0,-1) -1.OD+Lr+ARbrW'(0.-1) 8-3 I -0.4247 k 0.750 ft I 0.0 k-ft 0.0 ft 0.2780 k 0.0 ft Max 1.OD+LrrMbrWr(0.-i) 1.OD+Lr+MbrW,,0,-i) I -1.0D+Lr+AAbrWf(0.-1) -0.4256 k 0.0 ft -0.2085 k-ft 0.750 ft I 0.2780 k 0.0 ft Min -1.0D+Lr+MbrM10,-1) -1.0D+Lr+Mbr'K1(0,-1) -1.0D+Lr+MbrW,(Q-1) n