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HomeMy WebLinkAboutRoof Curb 13-1066-B-1 Autozone FL 4005 pitched curb - calcs(1)P' Consulting Engineers 10175 SW Barhur Blvd. Suite 200B, Portland, OR 97219 Ph: 503.892.9700 Fax: 503.892.9797 Project: Autozone - Florida Re: Seismic and Wind Rated Rooftop Curb Curb p Client: CDI Curbs 17560 Tyler St. N Elk River, MN 55330 �• � Date: October 16, 2013 Revised: July 15, 2014 Pages 1 thru 9 and Appendix A & B contain the calculations, finite models, and approved drawings for seismic and wind rated rooftop equipment curb at Autozone locations in the state of Florida. This set of calculations is based on the loads and assumptions stated within the set. if these loads and assumptions are not correct, this set should be revised. The adequacy of the existing structure is the responsibility of others. XG No. 52851 ' Z �• STATE OF •�(/�� 0• ••� . JUL 15 2014 Structural Construction Allanagenient Engineering Drafting 1 - 9 Structural Calculations Appendix A: FEA Model Outputs Appendix B: Approved Drawings JOB: AUTOZONE 10 17 5 Bw B-L— Blvd. SHEET NO.: OF --- Suite 200E Portland, OP 97219 Ph: 503.892.9700 CALCULATED BY: ©S DATE 7115/14 Fax: 503.892.9797 CHECKED BY: DATE Commking Engineers PROJECT NO.: /3-1066-8 5E15MIC AND WIND DESIGN OF ROOFTOP EQUIPMENT CURBS FOR STANDARDIZED LOADING TO MEET Tt1E REQUIREMENTS OF 2012 INTERNATIONAL BUILDING CODE AND 2010 FLORIDA BUILDINC CODE. Building Codes 2012 IBC / 2010 FLORIDA BUILDING CODE ASCE 7-10 505MIc Design Criteria 5s: 2.00 51te class: D SDS: 1.33 Importance, Ip: 1.5 ap: 2.5 Rp: G.0 Wind Design Criteria Exposure category: C Wind speed: 165 mph Mean roof height, h: 40 ft JOB: AUTOZONE 10175 SW Barbur Blvd. SHEET NO.: 2 OF 07 Suite 200E Portland, OR 97219 -0 Ph: 503.892.9700 CALCULATED BY: DS DATE 9113113 Fax: 503.892.0707 CHECKED BY: DATE Consulting Engineers PROJECT NO.: /3-1066--0 EQUIPMENT DATA 4005 Wp = 1200 Ib5 Curb dimensions Width in Lenh in L = 88. 1 in 53.4 61.8 w = 50.5 in h = 40.4 in Location of center of gravity: Hccj = h/2 = (values adJU5ted to be from edge of curb) Xcg = Ycg = Determine wind pressure areas: Af = L * h / 144 = Ar=L*h/ 144= 24.7 in 38.5 in 2 1.5 in 30.2 ft2 36.4 ft2 3 o w o az� w a a U ind N Q M ,Q U w X 0 o p / \� � F- U w ro d Q N w yyij qiY i* 3 NIL 'a U 7 U X LLEL NO i hi i a0 Ill > N p U Z U _ o•� 1;11 - Z X 3 X / // - - - N 4Y \ c OCOU a a iH ± Lu co m y2 �UO(n JW�m +a UO OJ uj ~=mrn e�mm 00 �Yem a r"® O va ; Z L6 a&°= M E a @pp a �'. M H mg w Q J 2 Z Z a O V M B Z W a ND ON Q Ulp U •• � i w ±+ W C O oww3 ZW a a�'o¢ '- oU jay, a ~ M 1 w WN LLa3a �oa� N C7 z Z >ZULL w r,LL ZZJ U o Q O io OFU QZ J >O LL > a �JQ NO �~ 7 o LLW �� O=WOO OQ io fO _ �'�LLO ao— r > vz =p0o 2 w%'QW C a 20 zgZ� O U J U WWOQ=WmO Z =2 N(om M wJ Z JZ U U ~Om'L px7G� 2 �Q VRLLZO za zmzOaz a =Wawa Z U)>L)OZ ? a mWLLLLU EENz _ �wOO5 r=z 00 UWZUa IUUW a y w O v LU 0: rn K U U J OZ � w LL W W to O U) O U LL (n W K DW Q = M fG J it LU LLZ aUMo Ix MQza`�O �Y�=o=-JZMX� r Z V Gvi I- Q—awN U LL 19 ea- JWOyu.>>NO J w a 3 Z Q �_ C9 2 �' 19 x o rKKx� �ui� �_O�x z4 4 a Z FE a x= F_ x0 ,� rn 'r x..� O N (�a OLU NO ZJ p, �Foow r W �g SON= N yww ZVOLL g LL LLyyU I.�j _ �LL W a Oviz WWWOO IL Z O Fv �� fL m U�oK OyyS 0 Z V NNd ZaZW 0 CURBS & WEIGHTS DIMENSIONS - 50HC 07-09 Lf T� Fig. 5 - Dimensions 50HC 07-09 18 C11334 ()7(- Consulting Engineers 10175 5W Barbur Blvd. Suite 200E Portland, OR 97210 Ph: 503.892.9700 Fax: 503.802.5797 JOB: AUMZONE SHEET NO.: OF CALCULATED BY: CHECKED BY: 195 PROJECT NO.: /3-/066-B SEISMIC LOADS A5CE 7-10 Sec. 13.3 Se15mic Demands for Nonstructural Components F *=0.4a *I * Sd5 / Rp I +2*{z/h}]*W *0.7 117p min =0.3*Sd5*I *W *0.7 11'p max= 1.6*Sd5*I *W *0.7 DATE DATE 9113113 Vertical 5e15mIc = 0.2 * 5615 * W * 0.7 0.7 factor for allowable stress design ap: In -structure component amplification factor = 2.5 5d5: seismic coefficient = 1.33 Ip: Importance factor = 1.5 Rp: component response modification factor = 6 z: component attachment elevation from grade = I h: structure roof elevation from grade = I Fp* = 0.700 Wp Fp min = 0.420 Wp Fp max= 2.239 Wp F h = 0.70 W controlling Fp (ASD) F v = 0. 19 W (ASD) JOB: AUTOZONE 10175 5w 5arbur Blvd. 511EET NO.: OF ----- Suite 2008 Portland, OR 5721 9 Ph: 503.892.3700 CALCULATED BY: D5 DATE 7115114 Fax: 503.892.9797 CHECKED BY: DATE ConvaFal:fting Engineers PROJECT NO.: /3-/066-8 WIND LOADS ASCE 7- 10 Sec. 29.5 and Floncla Building Code Sec. I G09.8 Basic wind de5iQri criteria: Wind Speed V = 165 mph Exposure category = C Mean roof height h = 40 ft Wind pressure formulas and input data: qh= .0025G KZ K, Ka V2 Topography factor K-t = 1 .0 Directionality factor Kd = 0.90 Exposure coefficient K. = 1 .04 Lateral force Fh = qZ (GCf) Af Lateral (GCf) = 3. 10 Vertical uplift force F = qh (GCf) Ar Uplift (GCf) = 1 .50 Com.�ute K� For Selected exposure category zg = 9.5 alpha = 900 for h leas than 15 ft Q = 2.01 *( 15/z9) ^ (2/alpha) _ for h greater than 15 ft Kz = 2.01 (z/zg) ^ (2/alpha) _ Eq. 29.3- 1 Table 2G.G- I Table 29.3-1 note I Eq. 29.5-1 (Florida I GO9.8) Eq. 29.5-1 (Florida I GO9.8) Table 2G.9-1 exposure alpha z B 7 1200 C 9.5 900 D 1 1.5 700 0.85 De51Qn wind pressures: qh = 82.29 p5f Eq. 29.3-1 Lateral pressure, Fh/Af = 255. 1 p5f Eq. 29.5-2 Uplift pressure, F,/Ar = 123.4 p5f Eq. 29.5-3 where Af = vertical projected area of equipment Ar = horizontal projected area of equipment JOB: AUTOZONE 10175 5w 5-L— el d. SHEET NO.: OF Swte 2005 Portland. OR 97219 CALCULATED 5Y: D5 DATE 7/8//4 Ph: 503.892.9700 Fax: 503.592.9797 CHECKED 5Y: DATE Consulting Engineers PROJECT NO.: /3-/066-B Equipment data Curb # 4005 Wp = 1200 lb5 curb w = 53 in A, = 30.2 ft` Ar = 36.4 ft` HC.g. = 25 1n Xc.cg. = 39 1n Yc.g. = 22 1n I w C9l k cgx_� Fh = 255.1 1 p5f (LRFD) * AT = 7706 Ib5 Fv = 1 23.4 p5f (LRFD) * Ar = 4405 Ib5 Mot = 0.6Fh * Mc.,g. = 114 1 79 m-Ib5 Mr(min) = 0.GWp * Yc.g. = 15480 m-Ib5 Mr(max) = Wp * (w - Yc.g.) = 38325 m-Ib5 Max uplift, T = (Mot - Mr(mn)) / w +0.6Fv/2 = 3 195 Ib5 Max compre55ion, C = (Mot + Mr(max)) / w = 2654 Ib5 Max shear, V = 0.6Fh / 2 = 2312 Ib5 Fph = 0.70 x Wp (A5D) = Fpv = 0. 19 Ix Wp (A51D) = Mot = Fph * tic.cg. = Mr(min) _ (0.6Wp - Fpv) * Yc.g. _ Mr(max) _ (Wp + Fpv) * (w - `(c.cg.) _ Max uplift, T = (Mot - Mr(mm)) / w = Max comprC551on, C = (Mot + Mr(max)) / w = Max shear, V = Fph / 2 = 840 Ib5 224 Ib5 20732 m-Ib5 IOGG5 in-Ib5 45477 m-Ib5 188 Ib5 1 239 Ib5 420 Ib5 A50 load combmatrons used: 0.GD + 0.GW D + 0.GW Wind controls Wind controls Wind controls A5D load combmdtions used: 0.GD + 0.7E D + 0.7E JOB: AUTOZONE I0175 5W 5arbur BNe, 51-1EET NO.: OF 5wte 2008 Portland, OP 9721 9 Ph: 503.592.9700 CALCULATED BY: DS DATE 7115114 Fax: 503.592.9797 CiiECKED BY: DATE Consu%ing Engineers PROJECT NO.: /3-/066-8 CURB 4005 Connection Forces: Tmax = 3 1 95 Ibs = _ > tension Vmax = 231 2 Ibs ==> shear Curb length, L = 81 in Screw spacing, s = 3 in No. screws per clip, n = L / s = 27 screws Tscrew = Vmax / n = 8G Ibs Vscrew = Tmax / n = 118 Ibs Screw capacit)L # 12 5M5 W/ MIN. I G Ga. Tallow = 1 5G Ibs Vallow = 394 lb5 Tscrew / Tallow + Vscrew / Vallow = 1 e 0.85 < 1 .0 ==> O.K. Screw Capacities Table Notes 1. Capacities based on AISI S100 Section E4. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center -to -center spacing of at least 3 times the nominal diameter (d). 5. Screws are assumed to have a center -of -screw to edge -of -steel dimension of at least 1.5 times the nominal diameter (d) of the screw. 6. Pull-out capacity is based on the lesser of pull-out capacity in sheet closest to screw tip or tension strength of screw. 7. Pull -over capacity is based on the lesser of pull -over capacity for sheet closest to screw header or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI Section E4.5 for combined shear and pull -over. 9. Screw Shear (Pss), tension (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12). 10. Screw shear strength is the average value, and tension strength is the lowest value listed in CFSEI Tech Note (F701-12). 11. Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for fillet welds and E2.5 for flare groove welds. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD). 4. Weld capacities are based on E60 electrodes. For material thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Longitudinal capacity is considered to be loading in the direction of the length of the weld. 6. Transverse capacity is loading in perpendicular direction of the length of the weld. 7. For flare groove welds, the effective throat of weld is conservatively assumed to be less than 2t. 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2, and E2.4-4 was used. 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. 10. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 and E2.5-3 was used. APPENDIX A Description C2-2118-4005AZ SQL17WORKS Analyzed with SolidWorks Simulation Simulation of C2- 2118-4005AZ Date: Tuesday, July 15, 2014 Designer: Solidworks Study name: Study 1 Analysis type: Static Table of Contents Description ........................................... 1 Model Information .................................. 2 Study Properties .................................... 4 Units.................................................. 5 Material Properties ................................. 5 Loads and Fixtures .................................. 6 Connector Definitions .............................. 7 Mesh Information ................................... 8 Resultant Forces .................................... 9 Beams...............................................10 Study Results.......................................12 Simulation of C2-2118-4005AZ 1 Model Information Solid Bodies Document Name and Reference Boss-Extrude7 4Q, Beam Bodies: Document Name and Reference Beam-1 (Structural Member1 [4]) Model name: C2-2118-4005AZ Current Configuration: Standard roof Treated As Volumetric Properties J. Document Path/Date Modified Mass:234.876lb C:\Users\spickar\Documen Volume:826.091 in^3 - is\A18-40 Solid Body Density: 0.284322 lb/in^3 2118-4005AZ.SLDPRT 5AZ.SLDPRT Weight:234.7161bf Jul 15 13:18:15 2014 Formulation Properties Document Path/Date Modified _ Section Standard-ansi inch/angle iron/2 x 2 x 0.25 Section Area: 5.92398in^2 C:\Users\spickar\Documen Length:50.9583in Beam - Uniform C/S is\Autozone\pitched\C2- Volume:46.7909in^3 2118-4005AZ.SLDPRT Mass Density: 0.2843221b/in^3 Jul 15 13:18:15 2014 Mass: 13.30371b Weight: 1 3.29471bf SOL►DWORKS Analyzed with SolidWorks Simulation Simulation of C2-2118-4005AZ 2 Beam-2 (Structural Member2[4]) Beam- 3(Structural Member2[3]) Beam -4(Structurat Member1 [2]) Beam- 5(Structural Member2[2]) Beam - Uniform C/S Beam - Uniform C/S Beam - Uniform C/S Beam - Uniform C/S Beam-6(Structural Member1 [1 ]) t... Beam - Uniform C/S Beam -7(Structurat Member2[1]) I Beam - Uniform C/S SOL►DWORKS Analyzed with SolidWorks Simulation Section Standard-ansi inch/angle iron/2 x 2 x 0.25 Section Area: 5.92398in"2 C:\Users\spickar\DocumenLength:17.9515in is\Autozone\pitched\C2- V 2118-40L PRT Mass Density:0.2835991b/in "3 Jul 15 13:18:15 2014Mass:4.674691b Weight:4.671521bf Section Standard-ansi inch/angle iron/2 x 2 x 0.25 Section Area: 5.92398in^2 C:\Users\spickar\Documen Length: 17.9515in is\Autozone\pitched\C2- Volume:16.4835in^3 Mass Density:0.2835991b/in"3 2118-4005AZ.SLDPRT Mass:4.674691b Jul 15 13:18:15 2014 Weight:4.671521bf Section Standard-ansi inch/angle iron/2 x 2 x 0.25 Section Area: 5.92398in^2 C:\Users\spickar\DocumenLength:16.7083in is\Autozone\pitched\C2- V 2118-40L PRT Mass Density:0.2835991b/in ^3 Jul 15 13:18:15 2014Mass:4.350961b ` Weight:4.34801lbf I Section Standard-ansi inch/angle iron/2 x 2 x 0.25 Section Area: 5.92398in"2 II C:\Users\spickar\DocumenLength:19.587in A3 is\Autozone\pitched\C2- PRT V 9852in"3 2118-40L Mass Density:0.2835991b/in Jul 15 13:18:15 2014Mass:5.100581b Weight:5.097121bf Section Standard-ansi inch/angle iron/2 x 2 x 0.25 Section Area: 5.92398in"2 C:\Users\spickar\Documen Length: 1 6.7083in is\Autozone\pitched\C2- Volume: 15.3419in^3 LD 4005AZ.S5AZ.SPR 2118- PR T Mass Density:0.2835991b/in"3 Jul 15 132014 Mass:4.350961b Weight:4.34801 lbf Section Standard-ansi inch/angle iron/2 x 2 x 0.25 Section Area: 5.92398in"2 C:\Users\spickar\DocumenLength:19.587in A3 is\Autozone\pitched\C2- PRT V 9852in^0L Mass Density: 0.2835991b/in3 Jut 1513:18:15 2014 Mass:5.100581b Weight:5.097121bf Simulation of C2-2118-4005AZ 3 Beam-8(Structural Member1 [3]) Beam - Uniform C/S Study Properties Section Standard-ansi inch/angle iron/2 x 2 x 0.25 Section Area: 5.92398in"2 Length:49.7886in Volume:45.8306in^3 Mass Density: 0.283599lb/in"3 Mass: 12.99751b Weight: 1 2.98871bf C:\Users\spickar\Documen is\Autozone\pitched\C2- 2118-4005AZ.SLDPRT Jul 15 13:18:15 2014 Study name Study 1 Static Mixed Mesh On Include temperature loads Analysis type Mesh type Thermal Effect: Thermal option Zero strain temperature 298 Kelvin Include fluid pressure effects from SolidWorks Flow Simulation Off Solver type Direct sparse solver Inplane Effect: Off Soft Spring: Off Inertial Relief: Off Incompatible bonding options Automatic Large displacement � Off Compute free body forces On Friction Off Use Adaptive Method: Off Result folder SolidWorks document (C:\Users\spickar\Documents\Autozone\pitched) SOL►i7WORKS Analyzed with SolidWorks Simulation Simulation of C2-2118-4005AZ 4 Units Unit system: English (IPS) Length/Displacement in Temperature Fahrenheit Angular velocity Rad/sec Pressure/Stress psi Material Properties Model Reference k- ! Curve Data:N/A Curve Data:N/A Properties Name: Model type: Default failure criterion: Yield strength: Tensile strength: Elastic modulus: Poisson's ratio: Mass density: Name: Model type: Default failure criterion: Yield strength: Tensile strength: Elastic modulus: Poisson's ratio: Mass density: Shear modulus: SOLIr7WORKS Analyzed with SolidWorks Simulation Galvanized Steel Linear Elastic Isotropic Unknown 29579.5 psi 51764.1 psi 2.90075e+007 psi 0.29 0.284322 lb/in^3 ASTM A36 Steel Linear Elastic Isotropic Max von Mises Stress 36259.4 psi 58015.1 psi 2.90075e+007 psi 0.26 0.283599 lb/in^3 1.15015e+007 psi Components SolidBody 1(Structural Member1 [4])(C2-2118- 4005AZ), SolidBody 9(Boss- Extrude7) (C2-2118-4005AZ) SolidBody 3(Structural Member2[4])(C2-2118- 4005AZ), SolidBody 4(Structural Member2[3])(C2-2118- 4005AZ), SolidBody 6(Structural Member1 [2])(C2-2118- 4005AZ), SolidBody 7(Structural Member2[2])(C2-2118- 4005AZ), SolidBody 8(Structural Member1 [1 ])(C2-2118- 4005AZ), SolidBody 11(Structural Member2[1 ])(C2-2118- 4005AZ), SolidBody 12(Structural Member1 [3])(C2-2118- 4005AZ) Simulation of C2-2118-4005AZ 5 Loads and Fixtures Fixture name I Fixture Image Fixed-1 Resultant Forces Fixture Details Entities: 16 face(s) Type: Fixed Geometry Components x Y Z Resultant Reactionforce(lbf) -0.000250413 -340.998 -4624 4636.56 Reaction Moment(lbf•in) 0 0 0 8.85075e-033 Load name I Load Image Load Details Entities: 1 face(s) Type: Load/Mass (Rigid Remote connection) Load/Mass Coordinate System: Coordinate System1 (Rigid Force Values: ---, ---, 2312 lbf connection)-1 Moment Values: ---, ---, --- lbf-in Reference coordinates: 0 0 0 in Components transferred: Force Entities: 1 face(s) Type: Load/Mass (Rigid Remote connection) Load/Mass Coordinate System: Coordinate System2 (Rigid Force Values: ---, 3195, --- lbf connection)-2 Moment Values: ---, ---, --- lbf-in Reference coordinates: 0 0 0 in Components transferred: Force Entities: 1 face(s) Type: Load/Mass (Rigid Remote connection) Load/Mass Coordinate System: Coordinate System3 (Rigid Force Values: , -2854, --- lbf connection)-3 Moment Values: , --- lbf-in Reference coordinates: 0 0 0 in Components transferred: Force Entities: 1 face(s) Remote Type: Load/Mass (Rigid Load/Mass connection) (Rigid Coordinate System: Coordinate System4 Force Values: -, --, 2312 lbf connection)-4 Moment Values: ---, ---, --- lbf-in Reference coordinates: 0 0 0 in SOLIDWORKS Analyzed with SolidWorks Simulation Simulation of C2-2118-4005AZ 6 Components transferred: Force Connector Definitions No Data SOLIL-)WORKS Analyzed with SolidWorks Simulation Simulation of C2-2118-4005AZ Mesh Information Mesh type Mixed Mesh Mesher Used: Curvature based mesh Jacobian points 4 Points Jacobian check for shell On Maximum element size 5.45376 in Minimum element size 1.09075 in Mesh Quality High Mesh Information - Details Total Nodes 29808 Total Elements 13978 Time to complete mesh(hh;mm;ss): 1 00:00:20 1 Computer name: CDI-CPU48 SOL►DWORKS Analyzed with SolidWorks Simulation Simulation of C2-2118-4005AZ 8 Resultant Forces Reaction Forces Selection set Units Sum X I Sum Y Sum Z Resultant Entire Model lbf -0.000250413 1 -340.998 -4624 4636.56 Reaction Moments Selection set I Units I Sum X I Sum Y I Sum Z Resultant Entire Model I lbf•in 10 10 10 8.85075e-033 SOLIr7WORKS Analyzed with SolidWorks Simulation Simulation of C2-2118-4005AZ Beams Beam Forces _ Beam Joint Axial(lbf Shearl (lb Shear2(lb Momentl (lbf•i Moment2(lbf•i Torque(lbf•i Name s ) f) f) n) n) n) Beam- 1 363.945 -4.75545 -9.50704 -103.329 23.7875 -1.3529 l(Structura l 2 -337.561 -7.24746 -7.92328 134.948 -109.111 -1.163 3 337.56 7.24788 7.92323 69.6941 -78.0815 1.16323 Memberl[4 ]) Beam- 1 -445.917 -21.8833 14.2795 15.3607 -180.709 0.49581 2(Structura l Member2[4 ]) 2 95.553 -27.9902 39.3142 7.03256 150.725 -7.03757 Beam- 1 238.516 -29.7467 11.1553 -113.12 -203.821 -0.305316 3(Structura l Member2[3 2 -67.5191 -21.6503 20.5679 35.5266 43.6225 -0.419906 Beam- 1 142.685 133.964 67.0001 -73.9696 145.188 3.90276 4(Structura l Memberl [2 ]) 2 99.9334 -34.8399 9.77127 -87.2033 164.682 25.137 Beam- 1 -503.638 -39.5305 36.1597 187.566 -246.656 1.12456 5(Structura l Member2[2 2 271.68 -39.3912 29.8075 136.711 143.419 1.7496 Beam- 1 -181.208 -2.98848 4.02861 43.0707 49.4884 0.464224 6(Structura l Memberl [ 1 ]) 2 15.8787 14.1402 8.83654-21.1866 it 22.0819 -0.350528 Beam- 1 317.194 -23.2222 -36.6979 148.107 -167.62 1.06918 7(Structura l Member2[1 ]) 2 -81.8362 12.9802 -22.0692 -46.6083 -41.6166 -1.39262 Beam- 1 -701.054 -2.67839 -10.1807 -22.2277 33.6647 0.447901 8(Structura 2 701.054 2.6785 10.1807 -238.446 34.9163 -0.447939 l Mem berl[3 3 -669.432 -2.73494 1.82261 4.56401 36.505 1.03315 Beam Stresses Beam Name Joints Axial(psi) Bending DO (psi) Bending Dir2(psi) Torsional (psi) Worst Case(psi) Beam- 1 (Structural Memberl [4]) 1 396.359 -606.505 251.809 -128.604 1254.67 2 367.625 -479.902 -201.101 -110.552 1048.63 SOLIDWORKS Analyzed with Solid Works Simulation Simulation of C2-2118-4005AZ 10 3 367.625 160.918 251.424 110.574 779.967 Beam-2(Structural Member2[4]) 1 485.632 618.574 -1165.67 47.1024 2269.88 2 104.063 650.693 -1051.64 -668.574 1806.4 Beam-3 (Structural Mem ber2[3]) 1 -259.76 -47.1853 -931.551 -29.0227 1238.5 2 -73.5327 66.7452-154.106 -39.9154 294.384 Beam-4(Structural Mem ber1[2]) 1 -155.393 -78.4925 690.013 370.988 923.899 2 108.834 66.6074 -769.448 2389.46 944.889 Beam-5 (Structural Mem ber2[2]) 1 548.494 286.998 -924.621 106.898 1760.11 2 295.877 354.631 -427.021 166.313 1077.53 Beam -6(Structurat Member1 [1 ]) 1 -197.347 94.5086 -163.761 44.1016 455.617 2 -17.2929 232.202 234.7 -33.3004 484.195 Beam-7(Structural Member2[1]) 1 -345.444 -335.208 -545.774 101.573 1226.43 2 -89.1249 -482.973 469.045 -132.3 1041.14 Beam-8 (Structural Mem ber1[3]) 1 -763.493 -285.606 -317.519 42.5493 1366.62 2 -763.493 1758.86 1190.94 -42.5529 3713.29 3 -729.055 -115.037 -229.632 98.1459 1073.72 SOLIDWORKS Analyzed with Solid Works Simulation Simulation of C2-2118-4005AZ 11 Study Results Name Type Min Max Stress1 VON: von Mises Stress 0 psi 24947.7 psi Node: 29735 I Node: 8786 «,,, 4." Pyrw., 1 rc111 a , yens 19519.] 1� t 691F5 8�99.5 9,158.] PJNrt� C2-2118-4005AZ-Study 1-Stress-Stress1 Name Type Min Max Displacement1 URES: Resultant Displacement 0 in Node: 860 0.0200323 in I Node: 774 SOL►iDWORKS Analyzed with SolidWorks Simulation Simulation of C2-2118-4005AZ 12 �mvms C2-2118-4005AZ-Study 1-Displacement-Di Name Type Min Max Stress2 TXY: Shear in Y Dir. on YZ Plane 0 psi Element: 13974 3713.29 psi Element: 13960 SOLIDWORKS Analyzed with SolidWorks Simulation Simulation of C2-2118-4005AZ 13 �'A ly9 \t ll5 aAse.a Wa.x zaae.x zm�a i a1 ae 1,931A 1,11C.1 41i1 C2-2118-4005AZ-Study 1-Stress-Stress2 SOLIr7WORKS Analyzed with SolidWorks Simulation Simulation of C2-2118-4005AZ 14 APPENDIX B PTIONS: MATERIAL: 14 ga. GAL STEEL INSULATED PANELS (WHERE REQUIRED PIPECHASE 1X4 WOOD NAILER FLASHING - SHIPPED LOOSE NO FLOOR UNIT MOUNTING CLIP CERTIFIED WIND/HURICANE ROOF CURB (QTY 4) 24" X 1 1/2" X 1/8 FLAT STOCK (CURB TO ROOF CONNECTION) 3 DIMENSIONED AND TOLERENCED PER ANSI Y14.5M-1982 Attn: Tag: AUTOZONE Approval: #12 SCREWS @ MAX 4" O.C. FROM MOUNTING CLIP TO UNIT BASE RAIL ELECTRIC 17 9/16" CHASE OPEINING 23 3/4" 4 3/16" 33 3/8" 3/8" INSULATED PANEL C 6 3/1 11 7/ . . . . . . . . . . . . . . . . . . . . . 41 15/16" C 81 3/4" M 15 4 11/16" 1 1 11/2" --� UNIT MOUNTING CLIP ------ T Ir IF -------------------------- ---- --------------- 1.19° 19 5/8" 18 1/4" / 12" PITCH n n o n i i F- 94 1/4" SHIPPING OD CERTIFIED WIND/HURRICANE ROOF CURB BUILDING CODES: 2012 IBC, ASCE 7-10 SEISMIC DESIGN CRITERIA: Ss: 2.00, SITE CLASS: D, SDS 1.33, IMPORTANCE Ip: 1.5, ap 2.5, Rp: 6.0 CURB SHOWN IS CDI STANDARD CONFIGURATION CDI WIND DESIGN CRITERIA: RESERVES THE RIGHT TO CHANGE LAYOUT WITHOUT EXPOSURE CATEGORY: C NOTIFICATION. IF CURB IS NEEDED IN A DIFFERENT WIND SPEED: 185 MPH CONFIGURATION CDI MUST BE NOTIFIED PRIOR TO MEAN ROOF HEIGHT: 40 FT PLACING AN ORDER. WOOD NAILER SECTION C-C SCALE 1 : 6 RETUF 59 3/4" CLIP ID 53 7/16" REV. DESCRIPTION DATE APPROVED 2 INITIAL DWG 8/6/13 SRP 2 REVISED STRAP ORIENTATION 12/4/13 SRP r V • V AIA A I \1 P9T CAI Ill P9^- AV U 4X STRAPS SHIPPED LOOSE FOR FEILD INSTALLATION 14GA GUSSET FROM CURB TO CLIP ALL 4 CORNERS & AT CROSS BRACE CURB WEIGHT (LBS.) APPROVALS DATE 350.51 DRAWN. spickar CHECKED: UNLESS OTHERWISE ,J Tuesday, July 15, 2014 1:23: 6 PM SPECIFIED, TOLERANCES ARE: x : o.05 xx,o.03 O.xx=..OUT RIFY EXISTING CURB D 17560 TYLER ST NW RIFY SUPPLY AND RETURN OPENING xxx:U.01 <'S:v2- TE ANY CHANGES /TT//■ Ci! ELK RIVER, MN 55330 DIMENSIONS ARE 3RDANGLE LL WITH ANY QUESTIONS AS FOLLOWS: PROJECTION (763)391-7790 X BACK IF DRAWING IS OK AS IS [25.40 l � (763)391-7851 DIRT INGE r JUL 15 2014 TITLE: C2-2118-4005AZ QUOTE #: 9LE NAME: DRAWING NO.: ECD#: C2-2118-4005AZ SCALE: 1.20 SHEET: 1 OF 3