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HomeMy WebLinkAboutPOLIGON BOOK, j K SCANNED BY St. Lucie Countv J CALCULATIONS FOR: POLIGON MULTI RIB 2014 FLORIDA• • • FILE Cop ;PORTER.' 4240 N. 136th Avenue Holland, MI 49424 616-399-1963 www.portereorp.com CHRISTOPHER M. EVANS (616)399-1963 4240 N. 136TH AVENUE r FLHOLLAND, MI 49424 A. LICENSE N0. 70957 pl Al hp" `�p\S)OPHER 41�#cG.,. %Q GEAis�.,q rrr No 70957 ••• V' r 1W poligon Design Criteria Structural Engineering Notes Load Combinations Materials Structure Geometry Foundation Design Connection Design RISA Analysis Report Panel Data TABLE OF CONTENTS P6090na DESIGN CRITERIA GENERAL - Building Code: See Cover Sheet Roof Slope (°): 26.57 e:12pitch Design Code: ASCE 7-10 Risk Category. 11 Equivalent Roof Height: 15.00 it DEAD LOAD Weight of Roofing System 2 psf Frame Dead Load Frame Self -Weight (See RISAAnalysis Repod) LIVE LOAD 'i Roof Live Load, L, 20 psf ASCE? Table 4-1 SNOW LOAD Ground Snow Load, pa 0.0 psf } Importance Factor, I(Snow Loads) 1.0 ASCE 7 Table 1.6.2 i Slope Factor, C. 1.0 ASCE 7R9uM7-2 - Thermal Factor, C, 1.2 ASCE 7 Table 73 Exposure Factor, Ca 1.0 ASCE 7 Table 7-2 I Flat Roof Snow Load, pl', 0.0 psf ASCE 7 Section 7.3 Leeward Unbalanced Snow Load 0.0 psf ASCE 7Secdon 7.6.1 WIND LOAD Basic Wind Speed, V 175 mph ASCE 7Section 26.5 } Exposure Category C ASCE 7 Section 26.7 Oust Effect Factor, G 0.85 ASCE 7 SectiOn 26.9.1 Velocity Pressure Exposure Coefficient, Kr 0.85 ASCE? Table 27.3.1 l Wind Directionality Factor,Kd 0.85 ASCEMW26.64 _ Topographic Factor, K,I 1.00 ASCE 7 Seceon 286.2 Velocity Pressure, q, 56.64 psf ASCE7Sec1kin27.3.2 Main Wind -Force Resisting System _ ASCE 7 Sadien 27.4.3 Open Burfrling. ClearI&MdFlowicn fmm ASCE 7 flg. 27.44-27.4.7) Roof Load Case A B V=0 Windward Cp = 1.21 -0.10 P (PsID: 58,18 -4.81 ' v=180 Leeward Cp= 0.21.. -0.85 P (psf): 10.03 -41.13 V=90 Sideward Cp= 0.80 -0.80 p (psf): 38.52 -38.52 Seismic Site Class " Basic Seismic Force Resisting System Short Spectral Response Parameter, S. 1-Sec Spectral Resonse Parameter, S I Seismic Design Category Importance Factor, I Response Modification Coefficient, R Redundancy Factor, p Overslrenglh Factor, 00 Design Short Spectral Response Parameter, Sos 1-Sec Design Spectral Resonse Parameter, Sol Seismic Response Coefficient, Ca Effective Seismic Weight, W Seismic Base Shear, V Seismic Load, E Seismic Load with Overslrength Factor, E. Component and Cladding Elements ASCE? Section 30.8.2 Open &Mng, ClearWnd Flaw (Ca ImmASCE7 Fig. 30.8.1.30A3) Wind Direction Tm2MRoof AwayFmmRmt Zone 3 Cn: 2.51 A.89 P (ps0: 120.77 -91.08 Zone 2 Cn: 1.93 -1.47 p (psf): 92.99 -70.71 Zone 1 Cn: 1.25 -0.95 , P (psf): 60.39 A6.54 Steel Systems Not Spedrica➢y, Detailed For Seismic Resistance 0.55 0.13 C 1.00 3.00 1.00 3.00 0.50 0.20 0.17 2.00 psf 0.40 psf 0.40 psf 1.20 psf ASCE 7 Section f2.8 ASCE 7 Section 11.4.2 ASCE 7Tabla 12.2-1 ASCE 7 Section 11.6 ASCE 7 Table 11.5.1 ASCE 7 Table 122-1 ASCE 7 Table 12.2-1 ASCE 7 Tab'e f2.2-1 ASCE 7 Section 11.4.4 ASCE 7 Section 11.4.4 ASCE 7 Section f28.1 ASCE75ec6'an 127.2 ASCE 7 Section 12.6.1 ASCE 7 Section 12.4 ASCE 7 Section 12.4 po11g®n' STRUCTURAL ENGINEERING NOTES GENERAL NOTES All field connections must be made with A325 High Strength bolts using the "Turmof-Nut Pretensioning" method of tightening as described in the latest AISC Manual. Loads applied to the structure may be greater than required for the project location. Actual structure dimensions may be smaller than shown in this document. STRUCTURAL ANALYSIS NOTES RISA-31) structural analysis software was used to model the 3-D space frame. To reduce the amount of computer printout, the analysis results only show each member's controlling load case. Unless noted otherwise in the'RISAAnalysis Report', the roof deck was not utilized in the structural analysis to provide lateral support to the members. From the analysis, all member deflections and structural drift are within allowable limits. STRUCTURAL DESIGN NOTES End plates were designed by applying beam end forced to the edges of the plate and calculating the resulting prying moment at the edge of the bolt holes. In determining the prying moment it was assumed that the area of the plate between bolts was fixed. Light gage members were designed In accordance with the latest edition of the AISC specifications and the AISI Cold -Formed Steel Design Manual. STRUCTURAL CONNECTION NOTES Bolt threads were assumed to not be excluded from the connections. po1igon° LOAD COMBINATIONS Key Service (Unfactored) Abbreviation Description Numbe Description DL Dead Load 41 SERVICE DL Lr Roof Live Load 42 SERVICE Lr SL Snow Load 43 SERVICE SL USL Unbalanced Snow Load 44 SERVICE WLX (Uplift) WLX Wind Load (X-Direction) 45 SERVICE WLX (Down) WLZ Wind Load (Z-Direction) 46 SERVICE WLZ (Uplift) Min WLX 10 psf Minimum Wind Load (X-Direction) 47 SERVICE WLZ (Down) Min WLZ 10 psf Minimum Wind Load (Z-Direction) 48 SERVICE EX EX Seismic Load (X-Direction) 49 SERVICEEZ ' EZ Seismic Load (Z-Direction) 50 SERVICE EMX EMX Seismic Load (X-Direction) With Overstfength Factor 51 SERVICE EMZ EMZ Seismic Load (Z-Direction) with Overstrenglh Factor SDS Design Spectral Acceleration Parameter Allowable Stress Design (Factored) Strength Design (Factored) Number Description Number Description 9 DL 52 1.4xDL 10 DL+Lr 53 1.2xDL + 1.6xLr + 0.5xWLX(Uplift) 11 DL+SL 54 1.2xDL+1,6xLr+0.5xWLX(Down) 12 DL+USL 55 1.2xDL+1.6xLr+0,5xWLZ(Uplift) 13 0.6xDL + WLX (Uplift) 56 1.2xDL + 1.6xLr + 0.5xWLZ (Down) 14 OL+0.75xLr+ 0.75xWLX(Down) 57 1.2xDL+1.6xSL+.0.5xWLX(Uplift) 15 DL+0.75xSL+ 0.75xWLX(Down) 58 1.2xDL + 1.6xSL + 0.5xWLX (Down) 16 0.601.+WLZ (Uplifl) 59 1.2xDL+1.6xSL+ 0.5xWLZ(Uplift) 17 DL+0.75xLr+ 0.75xWLZ(Down) 60 1.2xDL+1.6xSL+0.5xWLZ(Down) 18 DL+ 0.75xSL+ 0,75xWLZ(Down) 61 1.2xDL+ 1.0xWLX(Uplift)+0.5xLr 19 0.6xDL+Min WLX - 62 1.2xDL+1.0xWLX(Down)+0.5xLr 20 DL+0.75xLr+0.75xMln WLX 63 1,2xDL+ 1.0xW1-Z(Uplift)+0.5xLr 21 DL+0.75xSL+0.75xMin WLX 64 1.2xDL + 1.0xWLZ (Down) + 0.5xLr 22 0.6xDL+Min WLZ 65 1.2xDL+1.0xWLX(Uplifl)+0.5xSL 23 DL+0.75xLr+0.75xrvtinWLZ 66 1.2xDL+1.0xWLX(Down)+0.5xSL 24 DL+0.75xSL+0.75XMin WLZ 67 1,2xDL+ 1.0xWI.Z(Uplift)+0.5xSL 25 (1.0+0.14xSDS)xDL+0.7xPX 68 1.2xDL+1.0xW1-Z(Down)+0.5xSL 26 (1.0+0.105x3DS)xDL+0.525xEX+0.75xLr 69 (1.2+0.2xSDS)xDL+1.0xEX+0.2xSL 27 (1.0+0.105xSDS)xDL + 0,525xEX + 0.75xSL 70 (1.2+0.2xSDS)xDL+1.0xEZ+0.2x8L 28 (0.6-0,14xSDS)xDL + 0.7xEX 71 0.9xDL+ 1.0xWLX(Uplift) 29 (1.0+0.14xSDS)xDL+0.7zEZ 72 0.9xDL + 1.0xWLX (Down) 30 (1.0+0.105xSDS)xDL+0.525xEZ+0.75xLr 73 0.9xDL+ 1.0xWLZ(Uplift) 31 (1.0+0.105xSDS)xDL+0.525xEZ+0.75xSL 74 0,9xDL+1.DxWLZ(Down) 32 (0.6-0.14xSDS)xDL + 0.7xEZ 75 (0.9-0.2xSDS)xDL+1.0xEX 33 (1.0+0.14xSDS)xDL + 0.7xEMX 76 (0.9-0.2xSDS)xDL + 1.0xEZ 34 (1.0+0.105xSDS)xDL+ 0.525xEMX+ 0.75xLr 35 (1.0+0.105xSDS)xDL + 0.525xEMX + 0.75xSL 36 (0.6-0.14xSDS)xDL + 0.7xEMX 37 (1.0+0.14xSDS)xDL + 0.7xEMZ 38 (1.0+0,105xSDS)xDL + C.525xEMZ + 0.75xLr 39 (1.0+0.105xSDS)xDL+0.525xEMZ+0.75xSL 40 (0.6-0.14xSDS)xDL + 0.7xEMZ Notes, 1. Load combinations 1.8 are reserved for internal use. See RISA Analysis Report for more information. 2. Seismic Loads vrilh oversbenglh factors are only Included In the design where required by code. See member connection design for conlroffing load combinations. 3. Load combinations are effective in all states that have adopted IBC as a base code. 4. Note: ASD Load combinations using WL(X or Z) include 0.6 reduction per ASCE 7. p®ligoff Column HSS5x5x3/16 Truss HSS6x4xl/8 Eave Beam HSS4x4x1/8 Purlin HSS4x4x1/8 Side Beam HSS5x3x1/4 Compression Tube HSS5x5x1/2 HSS Sections: ASTM A500 Gr. B Pipe Sections: ASTM A53 Gr. B RMTSectlons: ASTMA619 Channel & Angle Sections: ASTM A36 Connection Plates: ASTM A36 Connections Bolts ASTM A325 Welding Process: Gas Metal Are Welding Welding Electrode: E70xx MATERIALS poligon' Joint Labels Member Labels Member Shapes Member Lengths STRUCTURE GEOMETRY - -- ----, - - -, - 1 -- � - z x x �ya'4 ��y4� 9syox9� Nss� ass'x9+z Nssby} 6x4� i NS�+o� ���� i ci hs�{off `� ��a�4 9 x 4 z x 10 o a s s 0 .o N n 6 t Mombor Lon8U1(N) Oisployod poligon• FOUNDATION DESIGN FOUNDATION DESIGN FIXED BASE Drilled Pier Allowable Actual Load Combination/Member 1 Bearing Pressure (Chapter 18 of the Building Code) 1500 psi 1013 psi 17 / Columnl OK 2 Embedment Chack (Chapter 18 of the Building Coda) 5.7 ft 6.0 ft 17/Columnl OK 3 Uplift Cheek SF= 1.51 1640 lbs 108716s 16/Column2 OK .4 Area of Reinforcement . (ACI Chapter 10) 7-26 in' 2.65 ft? Minimum Value Controls OK Spread Footing Allowable Actual Load Combination I Member 5 Bearing Pressure (Chapter 18 of the Building Code) 1500 psf 466 psf 17 /Columnl OK 6 Shear Check (Act Chapter 11) NIA N/A Does Not Control/OK By Inspection OK 7 Overturning Check SF= 1.19 65 kip -In 55 Mp-In 16/Column2 OK .8 Sliding Check SF=10.00 3.3 kip 0.3 kip 17/Columnl OK 9 Area of Reinforcement (Act Chapter 7) 3.53 jnz 3.53 Jr? Minimum Value Controls OK. Design Forces / Moments Check Load Combination Member FX(A)dag Ikl FyKIN3 Ik] Mx Ikin1 MY Ik-in) Mz Ik-NI 1 17 Columni 3.18 0.00 -0.05 30.19 -0.07 2 17 Columnl 3.18 -0.00 -0.05 30.19 -0.07 3 16 Column2 -1.09 0.00 -0.04 22.19 .0.05 x x x x x x x x 5 .17 Columnl 3.18 0.00 -0.05 30.19 .0.07 x xx x x x x x 7 16 Column2 -1.09 0.00 '0.04 22A9 .0.05 8 17 Columnl 3.18 0.00 -0.33 -0.05 30.19 -0.07 x x I x I x I x I x I x I x x 6 -#6 vertical bars (equally spaced) #4 ties horizontal Q. 12' O.C. w! 2 tics in the lop 5" 6tt i I'-�- A r 2 it Drilled Pier option 4 -96 horizontal hers (equally spaced) each way, top and bottom �- 5ft Spread Footing Option 1.5It The foundation design contained herein is not site specifi% but is based on the presumptive allowable foundation pressures in Chapter 1S of the Building Code (Class 5 soil). The building official in the Jurisdiction in which this structure is located may require a site specific geotechnical report or letter from a qualified local professional engineer attesting to whether the actual site conditions meet the assumptions identified above. Pier Diameter (ft): 2.00 Spread Footing Width (ft): 5.0 Pier Depth (ft): 6.00 Spread Footing Thickness (ft): 1.5 fc (psi): 3000 Concrete Unit Weight (Ib/ft3): 145 FOUA'DA770N DESIGN -FIXED BASE n OK polig®n° CONNECTION DESIGN WWW.hlltl.us Profis Anchor 2.4.2 Company: Page: 1 Specifier. Project Address: Sub.ProjeclI Pos. No.: Phone s Fax Dale: 9/1012013 E-Mall: Specifier's comments: CasWn-Place Option 1 Input data Anchor typo and diameter Effective embedment depth: Material: Proof. Stand-off installation: Anchor plate: Profile: Base material: Reinforcement Seismic loads (cal. C, D. E, or F) Geometry [in.] & Loading [kip, in.klp] PROMO dale AntlroraM remust betivxl Fl5 (c) zo5.iza5 HiY Heavy Hex Head ASTM F 1554 GR. 36 314 her=11.000 in. ASTM F 1554 design method ACI 3181 CIP ee= 0.000 in. (no stand-off); t= 0.500 in. L x Irx t=11.000 in. x 11.000 in. x 0.500 in; (Recommended plate thickness: not calculated) Square HSS (AISC); (L x W x T) = 5.000 in. x 5.000 in, x 0.188 in. cracked concrete, 3000, f, = 3000 psi; h=16.000 in. tension: condition B, shear. condition B; edge reinforcement: none or <No. 4 bar no lcn[uiN Ore w0ne wMtms enC rx p:aus�-Ttyl Sdeai HiGlsamgaletM TmdertWSNHHe AG, Schzan Company: Spectfter. Address: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Page: 2 Project: Sub -Project I Pos. No.: Data 9/1012013 Design values (kip] Utilization Loading Proof Load Capacity / Itv [ 0' Status Tension Conwete Breakout Strength 4.713 13.783 351- OK Shear Concrete edge failure in direction y- 0.600 6.454 -110 OK Loading pv t: Utilization K, t%] Status Combinedtension ands she oa s 0.342 0.093 513 19 OK 3 Warnings • Please consider all details and hinlOviamings given In the detailed reportl Fastening meets the design criterial 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Sofivare concern solely the use of Hilo products and are based on the principles, formulas and security regulations in accordance with Hllti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly compiled vnth by the user. Ali figures contained therein are average figures, and therefore use-spactfio tests are to be conducted prior to using the relevant I -WO product. The results of the calculations carded out by means of the Software are based essentially on the data you put ln. Therefore, you bear the sole responsibility for the absence of errs, the completeness and the relevance of the data to be put In by you. Moreover, you bear sole responsibility forhaving the results of the calculation checked and cleared by an expert, particularly vAth regard to compliance Win applicable norms and permits, priorto using them tier your specificfacility. The Sofhvare serves only as an aid to interpret norms and perils without any guarantee as to the absence of errors, the correctness and the relevance of the mulls or suitability for a specific application. • You must lake all necessary and reasonable steps to prevent or limit damage caused by the Sofavare. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilo on a regular basis. If you do not use theAuloUpdale function of the Software, you must ensure that you are using the current and thus up-to-date version of the Sof %vare In each case by carrying out manual updates via the HE Website. HIM will not be liable for consequences, such as the recovery of lost or damaged data or programs, wising kom a culpable breach of duty by you. IrpW Gla a,q resu:ls musrba dwcrtetl (xeareement:.tih Ne esustirg ronQitim,s zrq ra p`ausA:tyl FaOFlSAnNwr(c)20."}2a)9 Hti AO, F49C41SUaan Hiti is ere9slared TreOamak of H3tl AG, Ssi�aan w .hilff.us Profis Anchor 2.4.2 Company: Page. 1 Specifier: . Project Address: Sub -Project I Pos. No.: Phone I Fax: ) Date: 911012013 E-Mail: Specifiers comments: Epoxy Option 1 Input data Anchor type and diameter: T HIT-HY 160 MAX -SD +HAS 3M Effective embedment depth: h,r,d= 11.000 in. (h,p,aj=-in.) Material: 5.8 -. Evaluation Service Report ESR-3013 Issued I Valid: 41112013141112014 Proof design method AC13181 AC308 Standoff installation: ee= 0.ODD im(no standoff); t=0.600 In. Anchor plate: Ix 1, x t=11.000 In. x 11.0D0 in. x 0.500 in.; (Recommended plate thickness: not calculated) ! Profile: Square HISS (AISC); (Lx W x T) = 5.000 in. x 5.000 in. x 0.188 in. Base material: cracked concrete, 3000, fa = 3000 psl; h=18.000 in., Temp. shortnong: 32132 `F Installation hammer drilled hole, installation condigon: dry Reinforcement tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar Seismic loads (cat C, D. E, or F) no Geometryiin.1 & Loadin9[kiP, In.kl Pl Ir Ad.' aM resiMs must be dw W W.,eermh,5th Neadlro=d6m a rxp'ausLL ] P Or1SArcl,or(02W0 2009WGAGJL-?.11415r - H:IHsaregslvOTmd.,.k or HMAG,SN. Profis Anchor 2.4.2 Company: Page: 2 Specifier. Project: Address: Sub -Project I Pos. No.: Phone I Fax: ( Data 911042013 E-Mal: 2 Proof I Utilization (Governing Cases) Design values [kip] utilization Loading Proof Load Capacity pal pv [°/] Status Tension Concrete Breakout Strength4.713 9.066 52/- UK Shear Concrete edge failure in direction y- 0.600 6.454 -/10 OK Loading on pv C Utilization k'r/.] Status Combined tension and rloads 0.520 0.093 513 35 0 3 Warnings • Please consider all details and hintsAramings given In the detailed reporil Fastening meets the design criterial 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concem solely the use of Hilo products and are based on the principles, formulas and security regulations In accordance vrith Hilti's technical directions and operating, mounting and assembly instructions, etc„ that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hill product The results of the calculations carded out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for lire absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculalon checked and cleared by an expert, paniculariy with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guaranies as to the absence of emors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, If applicable, carry out the updates of the Software offered by HBO on a regular basis. If you do not use the AuloUpdale function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via The Hill Webslte. Hill will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. InpRaala aM resaYsmustbe rlsxi�earmaIXeamenlv.M Na arlsfilq mndtals aM;ap'vsD31y1 PROFISAIxI,or(c)]Oa3Ne9 Httl AG, FLee415Wan rill lsereysleretl TraGemakd HiOAG. Sdiaan pciigonf SERVICE LOAD FOUNDATION REACTION SUMMARY Service Loads(Unfactored) P011gon STRENGTH DESIGN FOUNDATION REACTION SUMMARY LC Load Combination Description 52 1.4XDL 53 1.2xDL + 1.BxLr+0.5xWLX (Uplift) 54 1.2xDL+ 1.6xl_r+0.5xWLX (Dovm) - 65 1.2xDL + 1.6xLf + O.SXWLZ(Uplift) 58 1.2xDL+ 1.6xLr+0.5xWLZ (Doom) 57 1.2xDL+ 1.Bx5L+ 0.5XWLX (Uplift) 56 1.201.+ 1.6xSL +0.5xWLX (Down) 69 1.2xDL+ 1.BxSL + 0.5xWL7 (Uplift) 60 1.2xDL+ 1.6xSL+ 0.5XWLZ (Down) 61 1.2xDL + 1.OxW LX (Uplift) + O. SxL r 62 12xDL +1.OxWLX (DOYm) + 0.6xLr 63„-...... 1.2xDL+1 _OXWLZ (Upf iIZ+O,6XIL .. _.. °T _ _ L+1:OzWLZ(Do%u)+0.5xLr 65 1.2xDL+1.OxWLX (Uplift) +0.5xSL 68 1.2xDL+1.OxWLX (Downl) +0.5xSL 67 12xDL+1.OxWLZ (Uplift)+ 0.6xSL 72 0.SXDL+1.OxWLX(DOvm) 73 0.9xDL+ 1.OxWLZ(Uplift) 74 0.9xOL+1.OXWLZ(Dwm) 76 (0.9-0.2xSDS)xDL+1.OxEX 76 (0.9-0.2xSDS)XDL+ 1.OXEZ wL11u2:vy13111I, ry Noel yShe_ar z5hear Torque y-y Moment z.z Moment _ [k] [k] [k] - [in-kip] -[In.klp]- On -kip]- Controlling Combination- 1.0 0.0 0.0 0.0 2.9 0.0 2.1 02 -0.1 -0.7 5.6 5.1 4.5 0.2 -0.2 -0.8 16.3 6.0 2.3 0.0 -0.2 -0.2 21.6 0.0 4.7 0.0 -0.4 -0.1 382 -0.1 -0.2 0.2 0.0 -0.5 -2.4 5.4 22 0.2 -0.1 .0.6 8.3 6.6 0.0 0.0 -0.1 0.0 12.9 0.0 24 0.0 -0.3 0.0 29.2 -0.1 -0.6 0.3 0.1 -1.1 -4.9 11.1 4.2 0.4 -0.2 -1.3 16.6 11.9 -0.3 0.0 -0.3 -0.1 25.5 0.0 .-0.6:,;i.:._V:0.0.: __C:':'60.2.....::;.-:._'Od._...: --- 6prd.:r.:.:X:..i.,, -1.3 0.3 0.1 -1.1 -7.4 11.2 3.6 0.4 -0.2 -1.2 14.1 123 -1.0 0.0 -0.2 -0.1 22.7 0.0 3.9 0.0 -0.6 0.1 57.0 -0.1 1.0 -0.1 -0.0 0.0 27 -18.2 1.0 0.0 0.1 0.0 -9.4 0.0 -1.5 0.3 0.1 -1.0 -8.0 11.3 3.3 0.4 -0.1 -1.2 13.4 12.4 -1.2 0.0 -0.2 -0.1 21.9 0.0 - 3.7 0.0 -0.6 0.1 60.2 -0.1 0.6 -0.1 0.0 0.0 1.7 -16.1 0.7 0.0 0.1 0.0 -10.3 0.0 Tensile Force -4.6 kip - uplifis positive Shear(x) 0.0 kip Shear(y) -0.6 kip Torsional Moment(z-axis) 0.0 in -kip Bending moment (x-axis) 60.2 In -kip Bending moment (y-axis) -0.1 in -kip poligon• COLUMN BASE PLATE CONNECTION FIXED CONNECTION Base Plate Check: 11"x11"X0.6" Allowable Actual Load Combination/Member 1 Plate Size (AISC J&1) 9.11n2 121.0 Inz 17/Columnl OK 2 Plate Thickness (AISC PART 14) 0.48 in 0.50 in 17/Columnl OK 3 Concrete Bearing (AISC J8-2) 1020 psi 420 psi 17/Columnl OK Column Weld Checks Allowable Actual Load Combination I Member 4 Tension (Fx/AW+My/Sy+MLSz) (AISC J2-3) 28 krin 0.7 krin 17/Columnl OK 5 Shear Y (FyAly + (Mx'(b12))Rv4 (AISC 12-0) 2.8 kin 0.0 kin 131 Columnl OK 6 Shear Z(Fz/Vz+(Mx'(d12))8ci) (AISC J2-3) 28 krin 0.0 Mn 17/Columnl OK .7 Combined (AISC J2-3) 2.8 Win 0.7 Win 171 Columnl OK Design Forces / Moments Chest Load Combinaeen Member Fx(Mal) lkl . Fy RI Fz N Aix lx-tnl My [tram Mz Ik b] 1 17 Columnl 3.18 0.00 -0.33 -0.05 30.19 -0.07 2 17 Columnl 3.18 0.00 -0.33 -0.05 30.19 -0.07 3 17 Columnl 3.18 0.00 .0.33 •0.05 30.19 -0.07 4 17 Columnl 3.18 0.00 -0.33 -0.05 30.19 -0.07 5 13 Coumnl -0.88 0.20 0.05 -0.63 -4.67 6.63 6 17 Columnl 3.18 0.00 -0.33 -0.05 30.19 -0.07 7 17 Columnl 3.18 0.00 -0.33 -0.05 30.19 1 -0,07 1.5" 1.5" I r i N Base Plate Plan Base Plate Elevation Column Size: HSS5x5X3 Base Plate Size: 11"x11"x0.5" Weld Size (in): 0.188 fC (psi): 3000 COLUEfNBASE PLATE CONNECTION -MED CONNECTION Tr OK pollgon' FLYOVER SIDE MEMBER TO COLUMN 2 BOLTS -Bolt Check: (2) 1" Diameter, A326 Bolts Allowable Actual Load Combination! Member 1 Shear AISC(J3-1) RK4O 18.8 kip 0.2 kip - 13/Columnl -OK- -- 2.: Tonslon AISC (J3-1) RWa 35.3 kip 2.8 kip 13 /Column2 OK 3 Bearing AISC(J3-6b) Rn/0 26.3 kip 0.2 kip 13/Columnl OK End Plate Check: 0.626" Thick Allowable Actual Load Combination / Member 4 Shear Yielding AISC(J43) R,JO 45.0 kip 0.3 kip 17/Columnl OK ' '6 Shear Ruplure AISC (J4-4) Rh/0 42.8 kip 0.3 kip 14 / Columnl OK 6 Weld Check Iv=0.1875• AISC (J2-3) R�Ja 2.8 kipfin 0.3 kipfin 14 /Column2 OK . 7.-.:Plate Thickness(tp) 4d/c� 0.19 in 0.631n 13/Columnl OK 228p Design Forces / Moments Check - Lwd Combination Member Fx(Ndaq. lk] Fy N Fz Ikl k1x fkaN My [k-In] !At R-Inl 1 13 Columnt -1.0 0.2 0.1 -0.6 1.6 -18.0 2 13 Column2 -1.0 0.2 -0.1 0.5 -1.7 .18.0 3 13 Columnl -1.0 0.2 0.1 -0.6 1.6 -18.0 4 17 Columnt 3.1 0.0 -0.3 -0.1 .10.8 -0.1 5 14 Columnl 2.9 0.2 -0.1 -0.6 -4.0 -18.3 6 14 Column2 2.9 0.2 0.1 0.5 4.1 -18.5 7 13 Columnl -1.0 0.2 0.1 -0.6 1.6 -18.0 12 O.ODI Ly - a III Connection Elevation Member Height (in): Member Width (in): 5 5 Member Thickness (in): 0.188 End Plate Weld Size (in): 0.188 -�x= 2.51n i x 1 Wp=5in End Plate Elevagon 1.51n Fmk 5.51n FA pl t in Bin F- lAr)PI Fbb 5.51n 1.5 in F End Plate Seclion Number of Bolts: 2 Bolt Diameter (in): 1.000 End Plate Thickness (in): 0.625 Nut Plate Thickness (in): 0.500 Use Standard Gusset FLYOVER SIDE MEMBERTO COLUMN-2 BOLTS Tr OK pang®ne SIDE MEMBER TO TRUSS CONNECTION 2 BOLTS Bolt Check: (2) 0.76" Diameter A325 Bolts Allowable Actual Load Combination l Member - 1 Shear AISC (J3.1) R,,Jn 10.6 kip 20 kip 171 Side2 OK 2 Tension nsc (J3-1) Rkdn 19.9 kip 1.4 kip 17/8(de2 OK 3 Bearing RISC(J3.6b) R!•Jn 13.8 kip 2.0 kip 17/Side2 OK End Plate Check: 0.376" Thlck Allowable Actual Load combination Member 4 Shear Yielding AISC(J4-3) Vn 27.0 kip 1.2 Mp 14/Side2 OK 5 Shear Rupture AISC (J4-4) Rrdrt 22.0 kip 1.2 kip 14 / Side2 OK -- 6 Weld Check w=0.25• AISC(J2-3) R•y/n 3.7 Mpin 0.2 Mprin 17/Side2 OK 7 Plate Thickness(tp) 43fre. 0.16 in 0.38 in 17/Side2 OK 2211, Design Forces / Moments Chest Load Combhallon Member FX(AAO Ik1 Fy Ikl Fz Ik] UK Ik-inl My Ikon) Mz lk4nl 1 17 Side2 -0.2 1.1 -0.5 -6A 0.0 1 0.0 2 17 Side2 -0.2 1.1 -0.5 -5.4 0.0 0.0 3 17 Side2 -0.2 1.1 -0.5 -5.4 0.0 0.0 4 14 - Side2 -0.1 1.2 -0.6 -1.9 0.0 0.0 5 14 Side2 -0.1 1.2 -0.6 -1.9 0.0 0.0 6 17 Side2 -0.2 - 1.1 -0.5 -5.4 0.0 0.0 7 17 S1de2 -0.2 1.1 -0.5 -5.4 0.0 0.0 Plan Vew Connection Elevation x=212 in I x I Lp= 5 in W' p=4.24 ir1 End Plate Elevation Member Height (in): � Member Width (in): 3 Member Thickness (in): 0.250 End Plate Weld Size (in): 0.250 FX PI 2.5 in 2.5 in � 6,,) .- �EN Fbb 2.5 in ���//////��//// 1.25In End Plate Section Number of Bolts: 2 Bolt Diameter (in): 0.750 End Plate Thickness (in): 0.375 Nut Plate Thickness (in): 0.250 (If Required) SIDEMEMBER TO TRUSS CONNEC77ON-2 BOLTS Tr OK poligon° TRUSS TO COMPERE SSION MEMBER Bolt Check: (2) 0.76" Diameter, A326 Bolts Allowable Actual Load Combination / Member 1 Shear AISC(J3-1) Rwn 10.6 kip 1.0 kip 17/Truss2 -OK- - . 2 Tension AISC(J3A) RB/n 19.9 kip 1.3 kip 17/Truss2 OK 3 Bearing AISC(J3-6b) R,,Jn 17.8 kip 1.0 kip 17/Truss2 OK End Plate Check: 0.375" Thick Allowable Actual Load Combination / Member 4 Shear Melding AISC(J4-3) R;/n 34.4 kip 0.1 kip 161 Truss4 OK 5 Shear Rupture AISC (J4-4) Rl,Jn 30.9 kip 0.1 kip 161 Truss4 OK 6 Weld Check vl=0.125• AISO(J2-3) RbJO 1.9 kiplin 0.2 kiprin 17/Tmss2 OK 7 Plate Thickness(tp) da'p, 0.16 in 0.38 in 17/Tmss2 OK 227!'p Design Forces / Moments check Load Combinmion Idember Fx(A+daD p0 Fy tk) Fz Ik) bk IM-1 IJy 11,41 Mz 0r4.1 1 17 Tmss2 0.6 -0.3 D.0 3.6 0.8 5.2 2 17 Truss2 0.6 -0.3 0.0 3.6 0.8 6.2 3 17 Truss2 0.6 -0.3' 0.0 3.6 0.8 5.2 4 16 Truss4 -02 0.2 0.0 2.6 -0.4 -3.3 5 16 Tmss4 -02 0.2 0.0 -2.6 -0.4 -3.3 6 17 Truss2 0.6 -0.3 0.0 3.6 0.8 5.2 7 17 Truss2 0.6 -0.3 0.0 3.6 0.8 5.2 x=^ 21n �72 4.24- x HSS6X4X0.125 Lp= 6.36 in e 6= 19.47' Wf p=4In 1.5in -,Ftb� 3.181nMri Fx, d 3.361n F- F 3.18 in 1.5 in Connection Elevation End Plate Elevation End Plate Section Member Height (in):. NumberBolts: Member Width (in): �46 Bolt Diameter (in): 0.750 Member Thickness (in): 0.125 End Plate Thickness (in): 0.375 End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE TRUSS TO COLIPRESSION MOUBER-2BOLTS Tr OK poligone EAVOPURLIN CONNECTION LASER CUT Purlin Tab Checks Allowable Actual Load Combination Member i Tensile Yielding AISC (J4-1) R Jn 16.0 kip -0.4 kip 141 Eavel OK- 2 Tensile Rupture AISC (J4-2) R JfI 11.6 kip -OA kip 141 Eavel OK 3 Shear Yielding AISC (J4-3) R,✓O 10.7 kip 0.4 kip 141 Eavel OK ., 4 " Shear Rupture AISC (J4-4) RhJO 7.0 kip 0.4 kip 141 Eavel OK 5 Block Shear Fx, pl AISC (J4-5) R JQ 102 kip 0.2 kip 171 Purl OK 6 ;Block Shear Fz, Pit AISC (J4-5) Rrfn 6.6 kip 0.4 kip 141 Eavel OK 7 Bending in Tab AISC (F11-1) Rr,Jn 27.6 ksl 7.2 ksl 14 / Eave3 OK Required Number of Screws Allowable Actual Load Combination/Member 8 No. of Screws 1.2 6.0 14 f Eave3 OK Design Forces / Moments Check Load Combination Member Fx(AAag Ik) Fy (k] Fz [k] Mx lk-rn) PAY lk4n] IAa tk-In) 1 14 Eavel -0.5 0.2 •0.1 0.0 0.0 0.0 2 14 Eavei -0.5 0.2 -0.1 0.0 0.0 0.0 3 14 Eavel -0.5 -0.2 0-1 0.0 0.0 0.0 4 14 Eavel -0.5 -0.2 0.1 0.0 0.0 - 0.0 5 17 Pudln2 0.2 -0.1 0.1 0.0 0.0 0.0 6 14 Eavel -0.5 -0.2 0.1 0.0 0.D 0.0 7 14 Eave3 •0.5 -0.4 0.1 0.0 0.0 0.0 8 14 Eavei -0.5 •0.4 0.1 0,0 0.0 0.0 Connection Plan Vew -PurFa on onaosite side of bass notshovm fordanly Screw quanGry To sketches above may notreaecl actual requirements Connection Elevation ------------------- L.O 0TabWidth End Plate Plan VIew Member Height (in):14 1 Screw Size: 14-14 9030026 Member Width (in): 4 No. of Screws: 16 Member Thickness (in): 0.125 Tab Design Width (in): 5.00 Tab Design Thickness (in): 0.116 EAVEPURUN CONNECTION -LASER CUT Tr OK OIi oll RISA ANALYSIS REPORT Company Designer Job Number .. Made]Name Basic Load Cases Load Combinations Checked By._ am'-no No ®MEMEM®®M o�m�m�����UMUMMM i0 WE x 4L P• IM ®®Mm mmo®®®�N®®®M® IMMMVMoIEos IUMIUM �M������� 0 -- m�EMoEIoMOMM El !����� 9MIMIEWIMUM" Ina WIOMEAA©®m MEMMEM so -IMMMO :MIM 0 OR MEMM®M m [I 12ME NIEUMEM In Eon EME®®® 'RISA-3D Version 12.0.0 )L..\._V.S.1.1..1...I...A A12366_SSH12MR_2_2C 0_165_FBC74 C_A_EAVE_0lffP14.r3dI ROWSd!g Deslgner �jju� Job Number CheckedBr._ . Mpdel Name Load Combinations (Continued) 1 Discretion DL+O]5xLr+0.75xWLZ (Canal)Yes so , u n. al. 1 racmr 1 2 2 w .rep, 3 5 L4 ..... ..LB 5 ......_ 'l18.. DL+0,75x5L:+UJ5xWLZ Down Yes r 7 1"'--..2 2 .. 4 .T: e lq l., S.LB25 19 O.6xDL+Min WLX as Y 1 6 2 1.2 10 -.:: ' 20. - DU+0.75,d-r+0;]5WO WLx=' Yas Y:• :. 1 _7 :.`: >2' 2" 3 P`75 rL12. , :5'L • ,• % ' ,v 21 DL+ 0.75xsL+ 0.75Win WLX Yes Y 7 1 2 2 4 2 .5 23DL+O.TSxIf+0.T5xMN WLZ Ves Y 1 1 2 2 3 15 19 5 �24.I,DL+075xs{::+O.75xMin WIZ s . - 25 1.a014xsOs xDLr O]xEX Yes Y 1 1.07 2 2.1420 2 21 .28 28: 1,OFO.tDsxsDs xDL+0;525xDC. Ye -' - e:7.051: ' 29:2 I'09 : `" " 3' S .. 27 (1.0+0.105xSDS)xDL+0.525xEX. es Y 1 1.05 2 2.1 20 .09 2 ' '28 iC O.fi014x3D6 k06,};0.7xEX Ye9 1"'%': z 53':f '08: 20 _. S21 ?. a :I. ^ '' ` "' `'• 29 1.0+0.14xSDS xDL+07xE Yes Y 1 1.07 2 Z.14 22 12 23 .2B -3p1 t0+0.105x6D5 xDL+0.52SEZ. ¢ :1 is C105-: .:=i 2:' 31 1.0.o.1O5xsD5 xDL+0.525xEZ.. Yes Y 1 105 2 2.1 22 .09 23 .214 �; O.BD.AxsDs �La O.]xEz .; :. 0 r.2 3 i. 33 1.o+0.t4xsDs)xDl+O]xEMx 1 1.07 2 214 20 .35 21 .84 34I 1.0�0.f05x9D5 iiDLa 0:52SEM L 0� {�3 3: 15 35 (1.0+0.105x5D5 xDL+0sz5M. 1.05 2 2.1 20 26 21 35 -' 0.6-0.14,vSDs OL+O.hEMX v, � " 7 . -'.53`:" 2x'--: 1.06 20':35 :21 Y .84 'i ' -� 37 38 1.6+D.14x505)xDL+O, ,E 1;O+O-105x5US LeD:i2xMM 1 .1--.1.05 107 ':'2.. 2 2.1422 2.1-22- 35 66,1--`231.633'15 23 .84 39 (1a0+o.105xSD5).DL+0.525> .. 1 1.05 2.1 22 .26 23 .63 4 40:.. c 6.6-0.1/%SDB xDL+D,7zEMZ 1 153!� = 2 106 22 .35 ^23 :' .8 - 41 SERVICE DL Y 1 1 2 2 42.::., ,... SERVICE Lr' z_:: 'K-'� 3.-, 20 43 SERVICE SL Y 4 44 '"SE VICE WLX U Ifi"" Y -_"L1. '33.99 L5 3398 45 SER C W Down V L2 33.99 L6 33.99 °46' .' ERV E-W'4 U011^ "'" 3 "33 B'' 7.- - - 47 SE VICE WLZ Down Y L4 33.99 L8 33.99 T.120: I-.17-1 -.4 :.-- 49 SERVICE EZ V 22 17 23 4 _. 50.. .,:. .SE VI E'EMX` .s :: .:: 20 a,: ... 2 12 c- „ r n% ... 51 SERVICE EMZ 22 .5 23 12 62 -74xDL °`;" _ Y `= L41 : 1'.4FT' -''+L 53 12xDL+ 1.6xU+ 0.5aV0A(UPIoQ Y L41 1.2 L42 1.6 LI 28.32 L5 8- ' .54 YDL+1.6N:F+0.5xWL% oxn 1 ,:*1.2%.'C42'1.6'=L22B.32 "''-L6':7 e_ 4 L 55 1.2 L+1.6&r+o.5l0JVU (Uplift) Y L41 1.2 L42 1.8 L32B.32 L7 8- '56' 12 L+1.6#r+.0.5xVYt2 Down - ': y= ? 41 '1 ^': 42 :. L428.32 8 v 57 .WL✓1.6x5L+0.5x pfN Y L 1 1.2 L43 1.6 L120.32 L5 6.. -. : 8, 7.2xDL+i 6x5L+0.5xWU( Do _ ::. .q - ;. l228.32 '* 2B_ y 59 2xDL+1.fix5L*0.5x'MZ U ufl Y L41 12 L43 1.6 L326.32 L7 20. p 12dDL+t6XSL-0sXW 0. } 4 11. �.� 43 1.6)L428.32 LB e, !I 61 1.2 DL+1.0xW (U Ilfl +ou y L41 7.2 L1 56.64 L55 I L42 .5 f62i 2�Li 1.0xWLx own 305 Y: F. L4 7 -. LB 56.64 4 , 5 63 12 L+l.oxvvu ufl +0.5!U y L41 7 2 L3 56.64 L7 55e4 L42 .5 64: 2WL'.+1 l,W Dor )-O.6X r s Y' ': L41 , L4+56=64 LB Sfi.fi4 L 5 3 65 1.WL+I.OxW Iig+05xS Y L41 12' L1 55.64 L568.64 L43 .5 66: I2DL 1.WAfl Xioowb..o.sx........ !. 41 67 1.WL+1,0XvVL2 U lifl +O6x6 Y L41 12 L3 56.64 L7 56.64 L43 .5 `68' I2 L. 7 0. D ear).0 5x Y• ? L41 l 2 L4 56.w LB 56:w 69 (12+0.a5DS)WL+I-x i 0 Y L41 1.3 L48 1 L. .2 701 1.2+02x6o0 xDL a.f.OxF1 0 Y. L41 1.3 : L49 1 L, v2 ' `* * <: 71 0.9xDL 10xWLX U Ilfl V L41 .9 L1 5664 L556.64 .. 72` ::O,RxDL'+ .Ox Dawn L41 .9:%: L2 56.64 L6 66.64 - 73 0.9xDL+1.OxWlZ U lift Y L41 .9 L3 56.fi41756.64 mice -an xt .mhw l0 in n 0 I .1 _I..].. V_ A..V..172368 SSHI2MR 2 20 0_165_FSC14_C_A_EAVE O00924.0 Company Cesl9ner Job Number Model Name Load Combinations (Continued) Checked By._ Joint Boundary Conditions JI 5 eacbon eactio Re tlo Reacl eac0on eaction ?? aChOn,1. c6o i Reactiocxkm-e" 11 Hot Rolled Steel Section Sets 1 e.• oliss ..... .. S 5x3 oIu _._ T B 50a Gr 46 D 328 .fi 724 1 9 . rvss e- ":' "4z + ea `c. :.: 500 or 46 '. R1-! •, 31 .6575 4. 1. 2.6, 3 Eeve Beam 554x4x2 Beam L TUBE 500 Grb R1 1. 4.4 44 6.91 .. 'TAHSS5x3 ea ^' :v:.• 500Gr46", ...�x .3 1 7"I L 6 Pure n Hsgs4x4x2 I Beam I I UBE MOD 01461 DR1 1 1.77 1 4.4 1 4,4 1 6.91 Member Primary Data 1 Colu n1 NB N13 Column plump TUB A500 or....JDR ' :. of r ; : '" '. N _i �;. c' .:4 . u :i:',:: Eave Bea plum- Beam C.. c UB 00 Gr. 3 Eave7 N3 13 26.57 00 Gr.... 65..' "r'. a ea F. Eave Beam a Bea TU 00 Gr.: 90 G,...Punnn 5 Eave3 N10 N7 26.57 15 N1 265 Purlln eam TUB 00 or....9 unin3 N1 N16 2657 Putlin Bea T B OGr....,e2 6, /500 Gr11 Sidel N6 N 2656 Stle Bea Beam T BE 00 Gr¢ _. t - - 26 •' de ea :1: Bea oo Gr rvssl7 N4 ss a As00 Gr.... s :ll. �. p, ::,1- r .. -" TN56 a :r U 00 Gr 15 Trvss3 N73 4 Trvss Beam B 99G DRI .1111111 ss - `t. ee :, A600 rc, Member Advanced Data Trvss� Vem[On 12 0.0 Compam/ pesl9aer Job Number Model Name Member Advanced Data (C tinuedl Checked ey_ Hot Rolled Steel Design Parameters - �QF� RMmum ©MMF a, MEN ON on � Emm mmmp MM ®I®0Eff= IM rQ �' • F= M maieAm m)6��®®®®�lii® Hot Rolled Steel Properties 1 I A36 136 1 290M _ .. _ 1 111M.85 ...... .. __._... 1 A9 __._ �29000..-11154'.":-.3•- -654= 9 `<.S5os •- 68.1'-- - 3 99 0 11 4 5 50 58 1.2 99 5 500 .46 00 7 65 9 1 Afi 1.2 58 11 Envelope AISC 14th(360-10) • ASD Steel Code Checks Colum.. se sSs. 2 0 0 1 .013 0 z 7 982390347182.2 16224 1.... .1b :,0olum.: Ss6x 'b': .."s •235 05 1:`07 , =0' 6 1 2: 3 Eave H554x. 5.810 77 p 0 172.818 48754 65.792 65.792 1.16H-1b 6.W1 17 '?015` _ '- a 487 65� - .792' 1:c; HT-1bi 5 Eeve3 ssax. .283 e.Dat 14 .025 14 .e 84875465 92 65.792 1_.. HI-7b, 3. EaU Hss4x. TP738 -*`6.9a9'74' 1` 2" :48848: 5465° IB5.792Ld:H i tii' Perrot HSS4x.. 11 .9 4 .03 0 4 42.3DI4 54 6S.M 65792 1.... H1-1b' a PUrrn2, HS54% , ?F'0 6 4 ^':0. 6:, .373 4 - 9 6579 1:.1; 9 Purlln HS54x 09 303 7 .018 17 17348 54657 2 65 92 t... -1b '10: PUrfm HS54x. - 103 - 303 t W' -6't 37 48546579 2 ° 9 1_: - b 7 Itl¢ H555x.. 87 4.949 14 063 4.949 7 09 92.626 103.W 48 1.... - b !: lde 'HssSx ' .P"+.882 � ".'r $051 +.096:44949 17 09:9 826703.8 3 9 .48!1921a)H 5.633 21b H -1b 3 Truss! mseix. .138 1.545 1 .039 9 16 57 0 8 61 425 -, TNss2. S56x -- .. ,.:? 1.455 7r 1%08 :i 1.545 i0 8.61 2 9" 9 1. 3 1.:::. to Tm4s3 NSx. Se . 38 t.455 7 .out 1.545 v 117 151.048 61.425 73197 115.633 .9BH1- Truss4, RISA-3D Verslon 12.0.0 NA..1...1A..1 ... 1..1A..112368_SSH12MR_2_20 0 165_FBC74 C_A_EAVE WNP44.r3dI Checked By Material Takeoff 0 . e 2 —ee A600 1111 hbb4X4X2, 3gM 2 wu ,4 12-"x, l 5 4 " I 1.6�• -..�Total HRSteel, iI�' ' TA ._ ". RISA-3DVersion 12.0.0 N.A .. % I..V.A ),..1...V..112368.-SSH12MR_2_2C�_0_l65-Fl3Cl4-C�-&-EAVE--(PlEgIgiZZdU pofigorr PANEL DATA McELRG-jL, METAL CORPORATE OFFICE • RO. BOX 1148 • SH.R EVE PORT, LA 711S3-1148 -018) 747-8000 • FAX WS) 747-S'029 7�C; INIICA lU I Issue Date : June 1, 2006 Revised : August 29, 2011 No. 07-213-06 Mega -Rib Bare & Painted 1 r-12'—I 1 yr 3v COVERAGE —! 1: Sandon p.pe,Was are cilea ated In eccoNance with Me 2007 At Sal NDO American Spedrxatioa for Me Deslgn of DOW-Fonned Sieel Si al Members. 2. V. Is Me eoowable shear. 3. Pa Is Me a0moble load forwab cOppWN on end S Interior supports. 4. bo is fordeflectlon calmanallon. 5. Se Is per bend!,,. 6. Me is the abowable bendn,...at 7. AD values are farina root of panel width. Allowable Uniform Loads (PSF) Span Tyra, Span 3s0 4.00 4.59 5.00 ss, saD 6.50 in Feet 7.00 7.50 8.00 6.50 9.00 esD 10.00 In, Wed 197 151 119 06 so ez 57 49 43 37 33 29 26 24 tve WOd 163 14D 110 89 74 62 53 45 39 35 31 27 24 22 197 151 119 96 00 67 57 49 - 43 37 33 29 25 24 T ction(L7100) 197 132 93 67 So 39 30 24 20 16 13 11 9 8 cton N240) 140 99 69 50 38 29 23 18 is 12 10 8 7 8 Om Wand 174 134 107 8] 72 61 52 45 39 34 30 27 24 22 adre Wed tell 1" 115 94 70 65 59 48 42 37 33 29 26 24 21 19 {74 1M 107 87 72 61 52 45 39 34 30 27 24 22 20 18 edbn M00) 476 319 224 163 122 94 74 59 40 39 33 29 23 20 17 15 ection M40) 357 =9 168 122 92 70 55 44 36 29 24 21 17 15 13 11 Pauline Wand 213 165 132 1 toll 1 90 76 65 56 49 43 30 34 30 27 25 23 Negative Wnd M7 177 142 1 116 1 95 31 59 60 52 46 41 36 33 29 27 24 3 Span Live 213 165 132 100 1 90 76 65 56 49 43 30 34 30 27 25 23 DeMcV. "SO) 373 249 175 127 06 74 50 46 37 ]1 26 21 18 15 13 12 De opSin Moo) 279 187 131 95 72 55 43 U 2E 23 19 16 13 11 10 9 Pas" Wend 20D 155 124 101 a 71 60 52 45 40 35 32 20 25 23 21 Nega%e WM 214 168 133 100 90 76 65 56 49 43 38 31 31 20 25 23 4 Span INe no 155 124 101 04 71 60 52 45 40 35 32 20 25 23 21 Detection N180) 398 265 106 135 102 78 61 49 40 33 27 23 19 16 14 12 Deflection M40) 287 199 139 101 70 58 48 37 30 24 20 17 14 12 11 9 Nmez: 1. Allowable angina leads are based upon equal span lena ls. 2. PosMhe Wnd lewind pressure and MOT inceased by 3311d %. 3. N¢,etine Wnd W wind suMae ... ;Aft bad MOT Increased by 331D%. 4. Lire is Me anowable tine or snow load. S. DO. Won (_180) Is We aflow.WD lead Nat Omb Me a. It detection to Ul So while under posWne a, the bad. 6. Deflection (M40) 6 Me plowable lead Oat WWs Me pre fe detection to W40 whoa under positive or load. 7. TO. weigh ofNa panel boAlOT been abducted ft. Me ¢towable bads. 0. PasNve Wed, Negative Wad, and Lhe La ad valves ere tinged to combined shear& bending being Eq. C3.3.1.1 of0. AISI Speedication. 9. P.SMtm Wnd and Ibe Load valves are ranged by web .6,11 g using a Meaning Ien,O of2'. 10. Web NppOn, wWes ere deferential ad using a moo of no ungono Ioadetuallysuppoded by Me top ft Nas ofOe section. 11. Lead Tables are Wed to a matlmuon allowable bad of SOD psf. CORPORATE OFFICE 8HREVEPORT, LOUISIANA pt@WEST DIVISION • CLINTON, IL SOUTHEAST DIVISION it. PEACHTREE CITY; GA WESTERN DIVISION • ADELANTO, CA NORTHEAST DIVISION WINCHESTER, VA SOUTHWEST DIVISION • BOSSIER CITY, LA BLUEGRASS DIVISION • LEvVISPORT, KY WEST TEXAS ONISION• MERKEL, TX GREAT LAKES DIVISION • MARSHALL, MI