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HomeMy WebLinkAboutStructural CalculationsStructural Calculations Nenana Biomass Prepared For: Cushing Terrell 306 Railroad St W, Suite 104 Missoula, MT 59802 Revision 1: October 15, 202119, Table of Contents Gravity Design A Lateral Loading B X-Brace Design C Ordinary Moment Frame Design D SECTION Gravity Design Lateral Design Mezzanine Design Walls Out of Plane Project Information Building Department Geotechnical and Gravity Design Data 80 C Partially Exposed 1.0 62 1255 psf Industrial Pending N/A Wind Design Data 115 B II Importance Factor 1.0 +/- 0.18 Seismic Design Data II 1.0 D D 0.25 3.5 Seismic Force Resisting System Steel Ordinary Moment Frame Response Modification Factor, R Site Class Seismic Design Category % Snow used for Seismic Internal Pressure Coefficient, Gcpi Risk Category Importance Factor Basic Wind Speed (MPH) VULT Exposure Classification Risk Category Assumed Soil Bearing Pressure (psf) N/A Soils Report? Frost Depth (inches) Importance Factor, I Roof Snow Load psf Floor Live Load Occupancy Ground Snow Load, Pf psf Snow Terrain Category Roof Exposure 2021-06-209 City of Nenana, AK Cushing Terrell 306 Railroad St W, Suite 104 Eclipse Engineering Project Number Project Location Client Project Name Nenana Biomass Missoula, MT 59802 City of Nenana 2018 IBC Address Name Governing Code(s) GRAVITY DESIGN SECTION A 8 S5.2 6 S5.2 7 S5.2 114"Ø X-BRACE114"Ø X-BRACE114"Ø X-BRACE114"Ø X-BRACEPREFABRICATED ROOF TRUSSES @ 24" OC 512x9 GL 5 S5.2 PREFABRICAT TRUSSES @ 24 SELF-SUPPORTED MEZZANINE BY MEZZANINE ENGINEER Z-GIRT HDR REF 2/S5.2 2x8 HDR 2x8 HDRZ-GIRT HDR REF 2/S5.2 Z-GIRT HDRREF 2/S5.22x8 HDR512x9 GL 2x8 HDR2x8 HDR 2x8 HDR Z-GIRT HDR REF 2/S5.2 C10x15.3 STRINGER C10x15.3 STRINGER C10x15.3STRINGERC10x15.3STRINGERZ-GIRT HDR REF 2/S5.2 Z-GIRT HDR REF 2/S5.2STUD & TRACK HDRREF 1/S5.2REF 1/S5.2REF 1/S5.2 STUD & TRACK HDRSTUD &TRACKHDRSTUD &TRACK HDRREF 1/S5.2FRAME FRAME FRAME FRAME HDRBM PURLINGravity Key Plan SEE LATERAL DESIGN SEE LATERAL DESIGN SEE LATERAL DESIGN SEE LATERAL DESIGN Wood Beam ECLIPSE ENGINEERING, P.C.Lic. # : KW-06005483 DESCRIPTION:BM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: GRAVITY.ec6 Project Title: Engineer: Project ID: Printed: 26 JUL 2021, 4:55PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600 ksi 850 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, S = 0.0620 ksf, Tributary Width = 11.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.723: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 5.250 ft 122.81 psi= = 2,760.00 psi 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 5.5x9 Maximum Shear Stress Ratio 0.403 : 1 0.000 ft= = 1,996.15 psi Maximum Deflection 0 <360 307 Ratio =0 <240 Max Downward Transient Deflection 0.326 in 386Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.410 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 10.50 ft 1 0.189 0.105 0.90 1.000 1.00 1.00 1.00 2.53 408.10 2160.00 0.83 238.501.00 25.11 1.00+D+S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.723 0.403 1.15 1.000 1.00 1.00 1.00 12.35 1,996.15 2760.00 4.05 304.751.00 122.81 1.00+D+0.750S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.579 0.323 1.15 1.000 1.00 1.00 1.00 9.89 1,599.13 2760.00 3.25 304.751.00 98.38 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.064 0.036 1.60 1.000 1.00 1.00 1.00 1.52 244.86 3840.00 0.50 424.001.00 15.06 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.4099 5.288 0.0000 0.000 . Wood Beam ECLIPSE ENGINEERING, P.C.Lic. # : KW-06005483 DESCRIPTION:BM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: GRAVITY.ec6 Project Title: Engineer: Project ID: Printed: 26 JUL 2021, 4:55PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.705 4.705 Overall MINimum 3.743 3.743 D Only 0.962 0.962 +D+S 4.705 4.705 +D+0.750S 3.769 3.769 +0.60D 0.577 0.577 S Only 3.743 3.743 Wood Beam ECLIPSE ENGINEERING, P.C.Lic. # : KW-06005483 DESCRIPTION:HDR Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: GRAVITY.ec6 Project Title: Engineer: Project ID: Printed: 26 JUL 2021, 4:56PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0620 ksf, Tributary Width = 10.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.637: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 1.500 ft 95.35 psi= = 1,242.00 psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.461 : 1 0.000 ft= = 791.06 psi Maximum Deflection 0 <360 1943 Ratio =0 <240 Max Downward Transient Deflection 0.015 in 2414Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.019 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 3.0 ft 1 0.159 0.115 0.90 1.200 1.00 1.00 1.00 0.17 154.10 972.00 0.13 162.001.00 18.58 1.00+D+S 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.637 0.461 1.15 1.200 1.00 1.00 1.00 0.87 791.06 1242.00 0.69 207.001.00 95.35 1.00+D+0.750S 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.509 0.368 1.15 1.200 1.00 1.00 1.00 0.69 631.82 1242.00 0.55 207.001.00 76.16 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.054 0.039 1.60 1.200 1.00 1.00 1.00 0.10 92.46 1728.00 0.08 288.001.00 11.15 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.0185 1.511 0.0000 0.000 . Wood Beam ECLIPSE ENGINEERING, P.C.Lic. # : KW-06005483 DESCRIPTION:HDR Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: GRAVITY.ec6 Project Title: Engineer: Project ID: Printed: 26 JUL 2021, 4:56PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.155 1.155 Overall MINimum 0.930 0.930 D Only 0.225 0.225 +D+S 1.155 1.155 +D+0.750S 0.923 0.923 +0.60D 0.135 0.135 S Only 0.930 0.930 Section : 800S250-97 (50 ksi) Single C Stud Maxo =8558.1 Ft-Lb Fy =50 ksi 10885.3 lbVa =Moment of Intertia, I =12.79 in^4 Span Flexural Stability Details Mpos (Ft-Lb)2406.4 X-Dist (ft)8.00 Bracing (in)60.0 MA (Ft-Lb)2347.8 MB (Ft-Lb)2406.4 MC (Ft-Lb)2347.8 Mmax (Ft-Lb)2406.4 Cb 1.01 ry (in)0.86 ro (in)3.55 A (in)^2 1.37 Jx1000 (in^4)4.73 Cw (in^6)13.09 KyLy & KtLt (in)60.0 SIGMAey (ksi)59.44 SIGMAt (ksi)64.13 Me (in-k)304.78 My (in-k)159.87 Mc (in-k)151.75 Sf (in^3)3.20 Sc (in^3)3.09 Ma (Ft-Lb)7316.4 Distortional Buckling Details - Flexure Flange Properties hyf in www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Z-Purlins Af in^2 Jf in^4 Ixf in^4 Iyf in^4 Ixyf in^4 Xof in Iof in hxf in Yof in Cwf in^6 hyf in 0.3023 1.0422 5.6969 0.1847 0.0162 0.4743 0.9675 -0.0555 -1.4308 0.0000Top-0.0555 0.3023 1.0422 5.6969 0.1847 0.0162 0.4743 0.9675 -0.0555 -1.4308 0.0000Bottom-0.0555 Span Lcr (in)16.08 Lm (in)192.00 Kɸ-fe (kips)1506.41 Kɸ-fg (in^2)31.71 Kɸ-we (kips)1349.28 Kɸ-wg (in^2)5.44 Kɸ (kips)0.00 Beta 1.00 Fd (ksi)76.9 Mcrd (Ft-Lb)20478.4 My (Ft-Lb)1496.5 Lambda(d)0.85 Mn-d (Ft-Lb)13000.9 Ma-d (Ft-Lb)7785.0 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. LATERAL DESIGN SECTION B Weight Take-off SIP Roof 1 6336 sf 4.8 psf 30.1 kips Z-girts @ 4'-0" OC 1 6336 sf 1.5 psf 9.5 kips Steel Frames @ 16'-0" OC 5 1 per 5800.0 lbs 29.0 kips MEP 1 6336 sf 4.0 psf 25.3 kips Misc 1 6336 sf 2.8 psf 17.7 kips SUM:14.0 psf 111.7 kips Qty Area Units Exterior Shell - SIP walls 1 969 sf 1.5 psf 1.5 kips Partition Walls - metal stud walls 1 6336 sf 10.0 psf 63 kips Mezzanine - Treat as component load 1 710 sf 15.0 psf 10.7 kips Snow Seismic 1 6336 sf 12.3 psf 78 kips Total Seimic Weight:265 kips Tributary to Roof Unit Weight Total WeightElements Total WeightMaterial Qty Area Units Unit Weight Roof Seismic Demands LFRS:Site Class:Default ASCE 7-16 Sec. 11.4.3 SS =0.974g MCE R Ground Motion (T=0.2s)PGA =0.394g Peak ground accel S1 =0.388g MCE R Ground Motion (T=1.0s)Fv =1.91 Long-period Site Coeff. SMS =1.082g Site-modified Spectral Acceleration Value (T=0.2s)SDC = D Seismic Design Category SM1 =0.742g Site-modified Spectral Acceleration Value (T=1.0s)TL =6.0s Long-period Trans. Period SDS =0.721g Numeric Seismic Design Value (T=0.2s)Ω0 =3.0 Overstrength Factor SD1 =0.495g Numeric Seismic Design Value (T=1.0s)TS =0.686 S D1 /S DS Ct =0.028 ASCE 7-16 Tbl. 12.8-2 T0 =0.137 0.2S D1 /S DS x = 0.80 ASCE 7-16 Tbl. 12.8-2 Ta =0.341 Fundamental Bldg Period R = 3.5 Response Mod. Coeff.k = 1.0 Structural Period Exponent Ie =1.00 Importance Factor Cs = 0.21 Seismic Response Coeff Diaph. N/S E/W Wt. (k)wpx(N/S)wpx(E/W)wi Roof 22.75 22.8 22.8 75.5 75.5 189.6 265.1 265.1 340.5 Roof 340.5 7747.4 1.000 70.2 0.21 54.6 70.2 SUM:340.5 7747.4 1.000 70.2 V =70.2 kips Base shear Roof 340.5 7747.4 1.000 70.2 0.21 54.6 70.2 SUM:340.5 7747.3897 1.000 70.2 V =70.2 kips Base shear Ordinary Steel Moment-Resisting Frame East/West Direction OUTPUT Level wi (kips) wihi (k-ft) Cvx Fi (kips) Fpx (kips) Vx (kips) North/South Direction OUTPUT Level wi (kips) wihi (k-ft) Cvx Level Bldg Ht. (ft) Incr. Ht. (ft) Flr. Ht (ft) Wall Weight (kips) Fi (kips) Fpx (kips) Vx (kips) Seismic Weight (kips) Σ Σ Σ Σ Σ Σ Wind Pressure (MWFRS) Basic Parameters hmax =33.5ft Height at Ridge he =18.8ft Eave Height h = 26.1ft Mean Roof Height L =99.5ft Building Dimension B =64.0ft Building Dimension a = 6.4ft Width of Pressure Coefficient Zone Risk Category:III [ASCE 7-16 Tbl. 1.5-1] V =115mph Ultimate Wind Speed [ASCE 7-16 Section 26.5.1] Exposure:C [ASCE 7-16 Section 26.7] Kzt =1.00 Topographic Factor [ASCE 7-16 Section 26.8] Kz =0.95 Velocity Pressure Factor [ASCE 7-16 Tbl. 26.10-1] Kd =0.85 Wind Directionality Factor [ASCE 7-16 Section 26.6 - Tbl. 26.6-1] elev =360ft Elevation Ke = 0.99 Ground Elevation Factor [ASCE 7-16 Tbl. 26.9-1] qh = 27.0psf Velocity Pressure [ASCE 7-16 Eqn. 28.3-1] CGi =±0.18 Internal Pressure Coefficient [ASCE 7-16 Section 26.13] θ = 1 2 3 4 1E 2E 3E 4E GCpf:0.56 0.21 -0.43 -0.37 0.69 0.27 -0.53 -0.48 p:19.95 10.51 -16.44 -14.83 23.45 12.13 -19.14 -17.79 1 2 3 4 5 6 1E 2E 3E 4E 5E 6E GCpf:-0.45 -0.69 -0.37 -0.45 0.40 -0.29 -0.48 -0.48 -0.48 -0.48 0.61 -0.43 p:-16.98 -23.45 -14.83 -16.98 15.63 -12.67 -17.79 -17.79 -17.79 -17.79 21.30 -16.44 Building Surface [ASCE 7-16 Fig. 28.4-1] Load Case A (Perpendicular to Ridge) Load Case B (Parallel to Ridge) Roof Pitch:8:12 33.7° 17.5k17.5k 17.5k 17.5k 8.8k 8.8k Diaphragm Design Retrofit Truss Retrofit Truss Retrofit Truss Retrofit Truss Retrofit Truss X-Brace X-Brace X-Brace X-Brace X-BraceX-BraceX-Brace X-BraceX-BraceX-Brace 17.5k17.5k17.5k TRUSS ELEVATIONSCALE: 1/4" = 1'-0"A1S3.1(N) LL2x2x1/4(N) LL2x2x1/4(N) LL2x 2 x 1 / 4 (N) LL2x2x1/4(N) LL2x2x1/4(N) L L 2 x 2 x 1 / 4 (N) LL2x2x1/4(N) LL2x2x1/4(N) L L 2 x 2 x 1 / 4 (N) LL2x2x1/4(N) LL2 x 2 x 1 / 4 (N) L L 2 x 2 x 1 / 4 (N ) L L2 x2x1 / 4 (N ) LL2 x2 x1 /4(N) LL2x2x1/4(N) LL2x2x1/4(N ) L L 2 x 2 x 1 /4(N) LL2x2x1/4(N ) LL2 x2 x1 / 4 (N) LL2x2x1/4(N ) L L 2 x2 x 1 /4(N) LL2x2x1/4(N) LL2x2x1/4DEMO (E) WEB MEMBERS(N) 8x8x14 COL (N) 8x8x14 COL2S3.13S3.1HSS4X4X1/4(N) L L 2 x 2 x 1 / 4 4S3.1(N) LL 2 x 2 x 1 / 4 (N) LL2x2x1/47S3.1HSS4X4X1/4(E) TRUSS FRAMENOTE:CONTRACTOR TO REVIEW &REPLACE DAMAGED OR CORRODEDTRUSS MEMBERS6S3.1TYP5S3.1TYPWELD PLATE TOTOP CHORD8S3.1PL14"x4"x9'-0"PL14"x4"x6'-0"9S3.1 Retrofit Truss: Joint LabelsOct 11, 2021 at 2:30 PMRetrofit Truss v 3.3.r3dN1 N2 N3 N4 N12 N13 N14 N15 N16 N17 N18 N23 N24 N25 N26 N27 N28 N29 N30 N31 N33 N34 N35 N36 N37 N38 N39 N40 N40A N41 N42 N43 N44 N45 N46 N47 N48 N49 N50 N51 N59 N60 N61 N62 N63 N64 N65 N70 N71 N72 N73 N74 N75 N76 N77 N78 N79 N80 N81 N82 N83 N84 N85 N86 N87 N88 N89 N90 N91 N92 N93 N94 N93A N94A N77A N78A N79A N80A YXZ Retrofit Truss: Member Labels and End ReleasesOct 11, 2021 at 2:34 PMRetrofit Truss v 3.3.r3dM11M12M13M14M 1 5M16M17M18M21M22M51 M 5 2 M 5 3 M 5 4 M 5 5 M 5 6 M 5 7 M 5 8 M 5 8 AM59M60M61M62M63M64M65M66M67M68M69M70M71M72M73M74M75 M71AM68AM60AM43M 4 5M46M47M48M49M50M51AM52AM55AM57AM58B M60BM61AM62AM63AM64AM65AM 6 6 AM67AM68BM69A M 7 4 A M75AM 7 6 M77M 7 8 M79M 8 0 M81M 8 2 M83M 8 4M85M86 M80AM81AM82AM83AM84AM85AM86AM87M88M89M90M91M92M93M94M95M96M97M98M99M100M101M102M103M104M105M106M107M108M109M110M111M112M113M114M115M116M117M118M119M120M121M122M123M124M125M126M127M128M129M130M131M132M133M134 M135M 1 3 3 A M134AYXZ Member SizesOct 11, 2021 at 2:36 PMRetrofit Truss v 3.3.r3dLL2.5x2.5x6x3LL1.5x1.5x3x3LL1.5x1.5x3x3LL1x1x3x3L L 1 .5 x1 .5 x3 x3 LL1x1x3x3LL2.5x2.5x3x3LL1x1x3x3WT6X9.5WT6X9.5L L 1 x 1 x 3 x 3 L L 1 x 1 x 3 x 3 L L 1 x 1 x 3 x 3 L L 1 x 1 x 3 x 3 L L 1 x 1 x 3 x 3 L L 1 x 1 x 3 x 3 L L 1 x 1 x 3 x 3 L L 2 x 2 x 4 x 3 L L 1 x 1 x 3 x 3 LL2x2x4x3LL1x1x3x3LL2x2x4x3LL1x1x3x3LL2x2x4x3LL1x1x3x3LL1x1x3x3LL2x2x4x3LL1x1x3x3LL2x2x4x3LL2x2x4x3LL2x2x4x3LL2x2x4x3LL2x2x4x3LL2x2x4x3LL2x2x4x3LL2x2x4x3LL2.5x2.5x6x3LL2.5x2.5x6x3BBC-2LL2.5x2.5x6x3L L 2 .5 x 2 .5 x 6 x 3LL1.5x1.5x3x3L L 2 x2 x4 x3LL1x1x3x3LL1.5x1.5x3x3LL1x1x3x3LL2.5x2.5x3x3LL1x1x3x3WT6X9.5LL1x1x3x3LL1x1x3x3LL1x1x3x3LL1x1x3x3LL1x1x3x3LL1x1x3x3LL2x2x4x3LL1x1x3x3L L 2 x 2 x 4 x 3LL2x2x4x3LL2x2x4x3LL2x2x4x3 L L 2 x 2 x 4 x 3 LL2x2x4x3L L 2 x 2 x 4 x 3 LL1x1x3x3L L 2 x 2 x 4 x 3 LL2x2x4x3L L 1 x 1 x 3 x 3 LL2x2x4x3L L 2 x 2 x 4 x 3 LL2.5x2.5x6x3L L 2 .5 x 2 .5 x 6 x 3BBC-2LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3BTC-2LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3BTC-2LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3BTC-2LL2.5x2.5x6x3LL2.5x2.5x6x3BTC-2BTC-2LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3LL2.5x2.5x6x3HSS8X8X4HSS8X8X4HSS8X8X4 HSS4X4X4L L 2 x2 x4 x3 LL2x2x4x3YXZ Retrofit Truss: Dead LoadOct 11, 2021 at 2:44 PMRetrofit Truss v 3.3.r3d-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ft-.16k/ftYXZLoads: BLC 1, DL Retrofit Truss: Balanced Snow LoadOct 11, 2021 at 2:45 PMRetrofit Truss v 3.3.r3d-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ftYXZLoads: BLC 2, SL - BAL Retrofit Truss: Unbalanced Snow Load 1Oct 11, 2021 at 2:46 PMRetrofit Truss v 3.3.r3d-.806k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-1.568k/ft-1.568k/ft-1.568k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-1.568k/ft-1.568k/ft-1.568k/ft-.806k/ftYXZLoads: BLC 3, SL - UBAL Retrofit Truss: Unbalanced Snow Load 2Oct 11, 2021 at 2:52 PMRetrofit Truss v 3.0.r3d-.242k/ft-.806k/ft-1.568k/ft-1.568k/ft-1.568k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-.806k/ft-1.568k/ft-1.568k/ft-1.568k/ft-.806k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ft-.242k/ftYXZLoads: BLC 3, SL - UBAL Retrofit Truss: Seismic LoadOct 11, 2021 at 2:47 PMRetrofit Truss v 3.3.r3d.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ft.211k/ftYXZLoads: BLC 4, EL Retrofit Truss: Axial DiagramOct 11, 2021 at 3:20 PMRetrofit Truss v 3.3.r3d27-23.36.7-7.712-10.30.1-.15.9-6.90-.15.7-4.80.1-.114.1-123.1-2.72.102.402.50.12.40.22.40.14.40.14.30.14.90.130.218.80.40.1-15.112.9-.71.2-8.75.8-1.92.4-2.72.4-3.15.9-2.21.9-912.8-1.71.5-16.120.2-1.21.1-25.8-2-21.918.11.5-.9-14.310.30.310.3-11.626.9-2419.3-16.411-12.933.3-26.97.8-9.715.3-12.2006.7-8.4007.1-5.60.1-.118.2-14.72.60.23.70.23.60.22.60.12.40.12.10.12.70.13.10.38.1-5.76.2-7.77.4-7.17.7-713.60.20-10.26.8-.30.5-30.7-.74.2-.1-.5-710.91.1-1.6-13.912.5-15.123.5-26.724.6-19.413.3-16.623.81.740.81.911.3-1.623.9128.33.1240.611.3-3.3-.7-8.70.2-6.96.9-8.47.3-9-.3-7.712.2-3.610.5-323.20.927.42.6230.510.4-2.113.6-17.115.6-11.522.21.923.81.70.8-6.51-16.91.7-18.83-125-4.44.7-3.22.2-14.80.3-21.28.9-.823.1-2.129-3.926.1-6.314.6-9.213.8-9.725.2-6.828.1-4.422.2-2.68-1.3-.2-22.11.7-15.64.1-2.911.3-13.514.5-16.510.8-19.77.7-205.1-11.712.1-.337.81.717-1.65-4.446.81.928.3-4.744.81.827.3-4.69.9-12.9-.8-26.2YXZEnvelope Only SolutionMember Axial Forces (k) (Enveloped) Retrofit Truss: Shear DiagramOct 11, 2021 at 3:23 PMRetrofit Truss v 3.3.r3d0000000000000000000000000000000000000000000000000000000000000000000000000.1-.10.1-.10.1-.11.1-1.70000000000000000000000000000000000000000000000000000000000000-.10.1-.10.1-.11.1-1.70-.10-.21.5-1.21.7-11.5-1.11.4-1.30.6-2.10-3.41.2-1.61.3-1.21.3-1.42.1-.73.401.5-1.21.2-1.51.2-1.61-1.71.4-11.4-1.10-.10.100-.10.100000000.102.5-2.32.8-2.12.4-2.31.5-1.21.5-1.21.5-1.21.6-1.11.5-11.1-1.61.2-1.61.2-1.51.1-1.61.2-1.62.1-2.82.2-2.62.6-1.71.3-1.30000000.100-.10.500.100-.100000000YXZEnvelope Only SolutionMember y Shear Forces (k) (Enveloped) Retrofit Truss: Moment DiagramOct 11, 2021 at 3:24 PMRetrofit Truss v 3.3.r3d0000000000000000000000000000000000000.2-.20.2-.20.1-.10.9-.70000000000000000000000000000000.1-.20.1-.10.1-.10.9-.70-.30.1-.70.9-.30.9-.70.8-.40.6-.51.2-1.25-.91.2-.10.6-.30.6-.41.2-1.15-11.2-.10.8-.30.9-.50.9-.70.6-.50.9-.10.1-.10.1-.30.1-.30.100.100.100.100.101.3-.51.9-.41.1-.70.9-.40.8-.50.8-.41-.40.9-.41-.50.8-.50.8-.40.9-.41.1-.31.9-.41.3-.71.1-.90.9-.10.1-.10.100.100.1-.10.2-.10.2-.70.1-.1-.10000YXZEnvelope Only SolutionMember z Bending Moments (k-ft) (Enveloped) Retrofit Truss: Demand Capacity RatioOct 11, 2021 at 3:27 PMRetrofit Truss v 3.3.r3d.39.34.91.02.4 5 .01.22.03.36.08.4 9 .5 5 .5 8 .5 5 .5 6 1 .0 1 1 .0 0 .1 6 .6 8.731.05.52.61.23.88.90.24.72.51.40.80.64.55.72.36.39.49.49.49.49.49.92.92.92.92.16.33.4 8.43.5 1.01.52.01.27.03.47.59.85.84.59.55.48.09.71.3 2.24.3 0.31.5 4 .26.2 7 .23.0 3 .17.4 8 .44.3 4 .59.59.59.59.59.7 8.7 8.7 8.7 8.23.36.43.87.38.35.66.54.48.55.46.22.25.46.58.47.57.37.33.26.36.35.51.59.09.25.28.11.07.47.71.51.38.59.69.68.48.43.62.65.60.41.81.52.39.33.33.29.30.11.31.74.39.07.48.23.30 .40.6 9 .67YXZCode Check( Env )No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50Member Code Checks Displayed (Enveloped)Envelope Only SolutionOK BY INSPECTIONOK BY INSPECTION Retrofit Truss: DeflectionOct 11, 2021 at 3:30 PMRetrofit Truss v 3.3.r3dYXZResults for LC 8, 0.6DEAD+(-)SEISMIC 0.375" x (in)y (in)V (k)V Angle 1 0 0 5.333 38.0 ASD Shear Load 2 -2 0 27.008 81.0 P M (+CCW) 3 2 0 20.546 281.8 16.0 k 0 k-in 4 5 X (in)Y (in) 6 -9.5 0 7 8 Angle (degrees CCW from vertical down) 9 128 10 11 12 X' (in)Y' (in) 13 0.00 0.00 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Max Fastener Shear Centroid 27.0 k 16 k -6 -4 -2 0 2 4 6 -15 -10 -5 0 5 10 Fasteners Load Centroid X-Bracing: Joint and Member Labels 2Oct 19, 2021 at 3:36 PMX-BRACE DIAPHRAGM.r3dN1 N2 N48 N49 N94A N77A N79A N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20 N21 N22 N23 N24 N25 N26 N27 N28 N29 N30 N31 N32 N33 N34 N35 N36 N37 N38 N39 N40 N41 N42 N43 N44 N45 N46 N47 N48A N49A N50 N51 N52 N53 N54 N55 M1M 2M3M4M5M6M7M 8M9M10M11M12M13M 14M15M16M17M18M19M 20M21M22M23M24M25M 26M27M28M29M30M31M32M33M34M35M36M37M38M39M40M41M42M43M44M45M46M47M48M49M50M67M68M69M70M71M72M73M74M59M61M64M66M63M64AM65M66AYXZEnvelope Only Solution X-Bracing: Member Sizes 3Oct 19, 2021 at 3:40 PMX-BRACE DIAPHRAGM.r3dW18X40W18X40W8X10W8X10W8X10W8X10W8X10W8X10W8X10W8X10W8X10W8X10W8X10W8X10W8X10W8X10W8X10W8X10W8X10W8X10W8X10W8X101" DIA ROD1" DIA ROD1" DIA ROD1" DIA ROD1" DIA ROD1" DIA ROD1" DIA ROD1" DIA ROD1" DIA ROD1" DIA ROD1" DIA ROD1" DIA ROD1" DIA ROD1" DIA ROD1" DIA ROD1" DIA RODYXZEnvelope Only Solution X-Bracing: Dead Load 4Oct 19, 2021 at 3:41 PMX-BRACE DIAPHRAGM.r3d-.16k/ft-.16k/ft-.32k/ft-.32k/ft-.32k/ft-.32k/ft-.32k/ft-.32k/ft-.16k/ft-.16k/ftYXZLoads: BLC 1, D Envelope Only Solution X-Bracing: Seismic Loading 5Oct 19, 2021 at 3:42 PMX-BRACE DIAPHRAGM.r3d.008ksf.008ksfYXZLoads: BLC 2, E Envelope Only Solution X-Bracing: Axial Diagram 7Oct 19, 2021 at 3:45 PMX-BRACE DIAPHRAGM.r3d10.42.79.72.115.5-3.98.1-.615.412.812.911.214.28.59.75.8144.810.72.722.30.213.52.66.13.73.31.914.18.59.75.83.11.81.617.14.24.92.915.5818.15.62.4-2.41.2-1.214.64.812.27.24.7-4.72.3-2.39.60.17.22.54.8-4.82.4-2.4144.711.674.7-4.72.3-2.315.57.817.55.62.4-2.31.2-1.2-12.8-12.7-13.9-13.6-13.5-13.4-12.7-12.4-18.4-5.8-6.2-18.8-6.2-6.6-18.1-18.5YXZEnvelope Only SolutionMember Axial Forces (k) (Enveloped) X-Bracing: Demand/Capacity Ratio 6Oct 19, 2021 at 3:44 PMX-BRACE DIAPHRAGM.r3d.12.73.80.29.23NC.79.75.33.25NC.77.79NC.04.19.26NCNCNC.02.10.22NCNCNC.25.26NC.09.18N CNCNCNCNCN CNC.04.14.27.28N C.28NCNCNC.18N C.76.80N CNC.09NC.23NC.78.80.29NCNC.24N C.75.82NC .04NC.09.34NCNC.21NC NC NC.04.04NC.18NC NC .02.10NC YXZCode Check( Env )No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50Member Code Checks Displayed (Enveloped)Envelope Only Solution MEZZANINE DESIGN SECTION C Mezzanine: Joint and Member LabelsOct 11, 2021 at 5:04 PMmoment frame.r3dN1 N2 N3 N4 N6 N7 N8 N9 N10 N12 N13 N14 N15 N16 N17 N18 N19 N20 N21 N22 N23 N24 N25 N26 N27 N28 N29 N30 N31 N32 N33 N34 M1M2M3M4M5M6M7M8M9M10M11M12M13M14M15M16M17M18M19M20M21M23M24M25M26M27M28M28AM29M30M31M32M33M34M35M36M37M38M39M40P1P2P3YXZPLATES MODELLED ASGENERIC MATERIAL TOTRANSFER FORCES TOVERTICAL ELEMENTS Mezzanine: Joint and Member LabelsOct 11, 2021 at 5:04 PMmoment frame.r3dN1 N2 N3 N4 N6 N7 N8 N9 N10 N12 N13 N14 N15 N16 N17 N18 N19 N20 N21 N22 N23 N24 N25 N26 N27 N28 N29 N30 N31 N32 N33 N34 M1M2M3M4M5M6M7M8M9M10M11M12M13M14M15M16M17M18M19M20M21M23M24M25M26M27M28M28AM29M30M31M32M33M34M35M36M37M38M39M40P1P2P3YXZPLATES MODELLED ASGENERIC MATERIAL TOTRANSFER FORCES TOVERTICAL ELEMENTS Mezzanine: Member SizesOct 11, 2021 at 5:06 PMmoment frame.r3dHSS6X6X6HSS6X6X6HSS6X6X6HSS6X6X6HSS6X6X6HSS6X6X6HSS6X6X6HSS6X6X6HSS6X6X6HSS6X6X6W8X13W8X13W8X13W8X13W8X13W8X13W8X13W8X13W8X13W8X13W8X10W8X13W8X13W8X13W8X13W8X13W8X13W8X13W8X13W8X13W8X13W8X10W8X10W8X10W8X10W8X10W8X13W8X131/2" ROD1/2" RODYXZ Mezzanine: Dead LoadOct 11, 2021 at 5:06 PMmoment frame.r3d-.08ksf-.08ksf-.08ksf-.08ksf-.08ksf-.08ksf-.08ksf-.08ksf-.08ksfYXZLoads: BLC 1, DL Mezzanine: Live LoadOct 11, 2021 at 5:07 PMmoment frame.r3d-.125ksf-.125ksf-.125ksf-.125ksf-.125ksf-.125ksf-.125ksf-.125ksf-.125ksfYXZLoads: BLC 2, LL Mezzanine: Seismic X LoadingOct 11, 2021 at 5:08 PMmoment frame.r3d.087ksf.087ksf.087ksf.087ksf.087ksf.087ksf.087ksf.087ksf.087ksfYXZLoads: BLC 3, EL_X Mezzanine: Seismic Z LoadingOct 11, 2021 at 5:09 PMmoment frame.r3d.087ksf.087ksf.087ksf.087ksf.087ksf.087ksf.087ksf.087ksf.087ksfYXZLoads: BLC 4, EL_Z Mezzanine: Axial DiagramOct 11, 2021 at 5:09 PMmoment frame.r3d3-4.55.32.81-4.216.37.38.80.64.7-2.610.5-15.8-2.96.7-.711.81.30.3-.80-1.70.1-.40.8-1.80.3-1.51.70.11.1-.13.4-.10-.70.3-.81.4-.20.80.11-.10.7-.50.3-1.54.5-.15.5-.10.8-.7100.6-.51.200.1-1.11.1-11-12.101.5-.60-1.30-1.2-17.1YXZEnvelope Only SolutionMember Axial Forces (k) (Enveloped) Mezzanine: Shear DiagramOct 11, 2021 at 5:10 PMmoment frame.r3d1.3-.11.50.21.401.80.11.401.7-.41.7-.41.9-.92.2-.52.4-.52-.1-.7-3.80.8-.80.8-1.23.60.83.60.81.8-1.83.60.81-11.8-1.81.7-1.7-.5-1.70.2-3.30.10-.8-3.60.10-.9-3.6-.3-2.70.5-3.90.1-.1-.8-3.71.9-1.93.5-3.53.5-3.53.4-3.53.6-3.63.40.22.10.300YXZEnvelope Only SolutionMember y Shear Forces (k) (Enveloped) Mezzanine: Moment Z DiagramOct 11, 2021 at 5:11 PMmoment frame.r3d2-18.3-20.10.6-19.1-24.30.6-18.96-24.15.8-23.612-25.77.6-30.56.7-33.12.2-4.3-11-.91.7-9.26.5-106.5-9.9-3.4-16.1-1.2-3.4-22.1-4.34.5-4.7-2.3-9.96.5-9.8-3.9-16.3-16.3-4.35-7.9-2.3-106.6-10-2.3-6.6-6.4-6.3-6.5-7.9-4.7-.1YXZEnvelope Only SolutionMember z Bending Moments (k-ft) (Enveloped) Mezzanine: Moment Y diagramOct 11, 2021 at 5:12 PMmoment frame.r3d4.1-6.7-34.1-6.7-2.71.7-13-8.56.5-8.6-8.50-2.80.1-2.50.4-2.90000-2.50.9-.80.1-4.814.8-.10000.1-1.40.1-2.10.1-4.80.1-4.84.8-.14.8-.1-2.50-2.70.9-1.80.5-1.80000-10-2.70.1-2.10YXZEnvelope Only SolutionMember y Bending Moments (k-ft) (Enveloped) Mezzanine: Demand Capacity RatioOct 11, 2021 at 5:13 PMmoment frame.r3d.68.64.36.15.50.75.80.50.36.52.48.39.52.88.60.24.59.60.52.00.73.37.58.39.38.03.66.49.09.61.53.49.10.61.04.32YXZCode Check( Env )No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50Member Code Checks Displayed (Enveloped)Envelope Only Solution Steel Beam ECLIPSE ENGINEERING, P.C.Lic. # : KW-06005483 DESCRIPTION:MF1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Mech Mezz.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.010, L = 0.1250 ksf, Tributary Width = 5.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.333 : 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.000 ft 2.740 k Mn / Omega : Allowable 16.460 k-ft Vn/Omega : Allowable W8x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L 26.826 k Section used for this span W8x10 Ma : Applied Maximum Shear Stress Ratio =0.102 : 1 0.000 ft 5.480 k-ft Va : Applied 0 <480.0 1352 Ratio =0 <360.0 Maximum Deflection Max Downward Transient Deflection 0.065 in 1,481Ratio =>=480. Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.071 in Ratio =>=360. Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 8.00 ft 1 0.029 0.009 0.48 0.48 27.49 16.46 1.14 1.00 0.24 40.24 26.83 +D+L Dsgn. L = 8.00 ft 1 0.333 0.102 5.48 5.48 27.49 16.46 1.14 1.00 2.74 40.24 26.83 +D+0.750L Dsgn. L = 8.00 ft 1 0.257 0.079 4.23 4.23 27.49 16.46 1.14 1.00 2.12 40.24 26.83 +0.60D Dsgn. L = 8.00 ft 1 0.017 0.005 0.29 0.29 27.49 16.46 1.14 1.00 0.14 40.24 26.83 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0710 4.023 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.740 2.740 Overall MINimum 0.144 0.144 D Only 0.240 0.240 +D+L 2.740 2.740 +D+0.750L 2.115 2.115 +0.60D 0.144 0.144 L Only 2.500 2.500 Steel Beam ECLIPSE ENGINEERING, P.C.Lic. # : KW-06005483 DESCRIPTION:MF2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Mech Mezz.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.010, L = 0.1250 ksf, Tributary Width = 5.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.413 : 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 6.375 ft 4.399 k Mn / Omega : Allowable 33.932 k-ft Vn/Omega : Allowable W8x15Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L 39.739 k Section used for this span W8x15 Ma : Applied Maximum Shear Stress Ratio =0.111 : 1 0.000 ft 14.021 k-ft Va : Applied 0 <480.0 517 Ratio =0 <360.0 Maximum Deflection Max Downward Transient Deflection 0.268 in 570Ratio =>=480. Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.296 in Ratio =>=360. Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 12.75 ft 1 0.039 0.010 1.32 1.32 56.67 33.93 1.00 1.00 0.41 59.61 39.74 +D+L Dsgn. L = 12.75 ft 1 0.413 0.111 14.02 14.02 56.67 33.93 1.00 1.00 4.40 59.61 39.74 +D+0.750L Dsgn. L = 12.75 ft 1 0.320 0.086 10.85 10.85 56.67 33.93 1.00 1.00 3.40 59.61 39.74 +0.60D Dsgn. L = 12.75 ft 1 0.023 0.006 0.79 0.79 56.67 33.93 1.00 1.00 0.25 59.61 39.74 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.2961 6.411 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.399 4.399 Overall MINimum 0.249 0.249 D Only 0.414 0.414 +D+L 4.399 4.399 +D+0.750L 3.403 3.403 +0.60D 0.249 0.249 L Only 3.984 3.984 Steel Beam ECLIPSE ENGINEERING, P.C.Lic. # : KW-06015235 DESCRIPTION:MF3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Mech Mezz.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.010, L = 0.1250 ksf, Tributary Width = 5.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.481 : 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 6.875 ft 4.744 k Mn / Omega : Allowable 33.932 k-ft Vn/Omega : Allowable W8x15Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L 39.739 k Section used for this span W8x15 Ma : Applied Maximum Shear Stress Ratio =0.119 : 1 0.000 ft 16.307 k-ft Va : Applied 0 <360.0 412 Ratio =0 <240.0 Maximum Deflection Max Downward Transient Deflection 0.363 in 454Ratio =>=360. Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.400 in Ratio =>=240. Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 13.75 ft 1 0.045 0.011 1.54 1.54 56.67 33.93 1.00 1.00 0.45 59.61 39.74 +D+L Dsgn. L = 13.75 ft 1 0.481 0.119 16.31 16.31 56.67 33.93 1.00 1.00 4.74 59.61 39.74 +D+0.750L Dsgn. L = 13.75 ft 1 0.372 0.092 12.61 12.61 56.67 33.93 1.00 1.00 3.67 59.61 39.74 +0.60D Dsgn. L = 13.75 ft 1 0.027 0.007 0.92 0.92 56.67 33.93 1.00 1.00 0.27 59.61 39.74 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.4005 6.914 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.744 4.744 Overall MINimum 0.268 0.268 D Only 0.447 0.447 +D+L 4.744 4.744 +D+0.750L 3.670 3.670 +0.60D 0.268 0.268 L Only 4.297 4.297 WALLS OUT OF PLANE SECTION D Wind Pressure (C&C) Walls Out of Plane qh =27 psf 0.83 27.2 psf CGi =±0.18 -1.05 -33.3 psf A =96 sq. ft.-0.93 -29.9 psf Walls (+) All Zones (-) 4 (-) 5 -1.6 -1.4 -1.2 -1.0 -0.8 -0.6 -0.4 -0.2 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1 10 100 1000External Pressure Coefficient (GCp)Tributary Area (sq. ft) Wall Pressure Coeff 4 5 4+5 STRONGBACK Z-GIRT PANEL 0.6xP = 19.8psf PANEL THICKNESS SPAN CONDITION NEGATIVE WALL PRESSURE IN PSF 20 PSF 25 PSF 30 PSF 35 PSF 40 PSF 45 PSF 2 double span multiple span 11'-2" 11'-4" 9'-1" 9'-2" 7'-8" 7'-8" 6'-8" 6'-7" 5'-11" 5'-10" 5'-3" 5'-3" 2.5 double span multiple span 12'-8" 14'-0" 10'-4" 11'-3" 8'-9" 9'-5" 7'-7" 8'-1" 6'-9" 7'-1" 6'-0" 6'-4" 3 double span multiple span 12'-9" 14'-0" 10'-5" 11'-3" 8'-9" 9'-5" 7'-8" 8'-1" 6'-9" 7'-1" 6'-1" 6'-4" 4 double span multiple span 12'-11" 14'-1" 10'-6" 11'-3" 8'-11" 9'-5" 7'-9" 8'-2" 6'-11" 7'-2" 6'-2" 6'-5" 5 double span multiple span 13'-2" 14'-1" 10'-9" 11'-4" 9'-1" 9'-6" 7'-11" 8'-3" 7'-0" 7'-3" 6'-4" 6'-6" 6 double span multiple span 13'-3" 14'-2" 10'-10" 11'-5" 9'-3" 9'-7" 8'-0" 8'-3" 7'-1" 7'-3" 6'-5" 6'-6" Allowable Span Table KS Series: Shadowline 877-638-3266 • (386) 626-6789 • Fax (386) 626-6884 (209) 531-9091 • Fax (209) 531-9055 www.kingspanpanels.us PANEL THICKNESS SPAN CONDITION NEGATIVE WALL PRESSURE IN PSF 20 PSF 25 PSF 30 PSF 35 PSF 40 PSF 45 PSF 2 double span multiple span 11'-2" 11'-4" 9'-1" 9'-2" 7'-8" 7'-8" 6'-8" 6'-7" 5'-11" 5'-10" 5'-3" 5'-3" 2.5 double span multiple span 14'-1" 14'-0" 11'-5" 11'-7" 9'-8" 9'-9" 8'-5" 8'-5" 7'-5" 7'-5" 6'-8" 6'-7" 3 double span multiple span 15'-9" 16'-3" 12'-9" 14'-0" 10'-9" 11'-9" 9'-4" 10'-1" 8'-3" 8'-10" 7'-5" 7'-11" 4 double span multiple span 15'-11" 17'-6" 12'-11" 14'-1" 10'-11" 11'-9" 9'-6" 10'-1" 8'-5" 8'-11" 7'-7" 7'-11" 5 double span multiple span 16'-2" 17'-7" 13'-2" 14'-1" 11'-2" 11'-10" 9'-8" 10'-2" 8'-7" 8'-11" 7'-9" 8'-0" 6 double span multiple span 16'-3" 17'-7" 13'-3" 14'-2" 11'-3" 11'-10" 9'-10" 10'-3" 8'-8" 9'-0" 7'-10" 8'-0" Panel Series: KS Shadowline Panel Series: KS Shadowline Design Parameter: Uniform Load Design Parameter: Uniform Load Fastening Method: Standard 2-Hole Concealed Clip w/ (2) 1/4" TEK Fasteners Fastening Method: Standard 2-Hole Concealed Clip w/ (2) 1/4" TEK Fasteners Exterior Face: 26 Ga. Galvanized Steel Exterior Face: 26 Ga. Galvanized Steel Interior Face: 26 Ga. Galvanized Steel Interior Face: 26 Ga. Galvanized Steel Deflection Limit: L/180 Deflection Limit: L/180 Structural Support Gauge: 14 Ga Structural Support Gauge: 14 Ga Panel Width: 24" Panel Width: 30" Thermal Differential: Not taken into account Thermal Differential: Not taken into account Panel Series: KS Shadowline Panel Series: KS Shadowline Design Parameter: Uniform Load Design Parameter: Uniform Load Fastening Method: Standard 2-Hole Concealed Clip w/ (2) 1/4" TEK Fasteners Fastening Method: Standard 2-Hole Concealed Clip w/ (2) 1/4" TEK Fasteners Exterior Face: 26 Ga. Galvanized Steel Exterior Face: 26 Ga. Galvanized Steel Interior Face: 26 Ga. Galvanized Steel Interior Face: 26 Ga. Galvanized Steel Deflection Limit: L/180 Deflection Limit: L/180 Structural Support Gauge: 14 Ga Structural Support Gauge: 14 Ga Panel Width: 36" Panel Width: 42" Thermal Differential: Not taken into account Thermal Differential: Not taken into account PANEL THICKNESS SPAN CONDITION NEGATIVE WALL PRESSURE IN PSF 20 PSF 25 PSF 30 PSF 35 PSF 40 PSF 45 PSF 2 double span multiple span 10'-7" 11'-4" 8'-7" 9'-2" 7'-3" 7'-8" 6'-4" 6'-7" 5'-7" 5'-10" 5'-1" 5'-3" 2.5 double span multiple span 10'-9" 11'-8" 8'-9" 9'-5" 7'-5" 7'-10" 6'-5" 6'-9" 5'-8" 5'-11" 5'-1" 5'-4" 3 double span multiple span 10'-9" 11'-9" 8'-9" 9'-5" 7'-5" 7'-11" 6'-6" 6'-10" 5'-9" 6'-0" 5'-2" 5'-4" 4 double span multiple span 10'-11" 11'-9" 8'-11" 9'-5" 7'-7" 7'-11" 6'-7" 6'-10" 5'-10" 6'-0" 5'-2" 5'-4" 5 double span multiple span 11'-2" 11'-10" 9'-1" 9'-6" 7'-9" 8'-0" 6'-9" 6'-11" 6'-0" 6'-1" 5'-4" 5'-5" 6 double span multiple span 11'-3" 11'-10" 9'-3" 9'-7" 7'-10" 8'-0" 6'-9" 6'-11" 6'-0" 6'-1" 5'-5" 5'-5" PANEL THICKNESS SPAN CONDITION NEGATIVE WALL PRESSURE IN PSF 20 PSF 25 PSF 30 PSF 35 PSF 40 PSF 45 PSF 2 double span multiple span 9'-2" 10'-0" 7'-6" 8'-1" 6'-4" 6'-9" 5'-6" 5'-10" 4'-11" 5'-1" 4'-5" 4'-7" 2.5 double span multiple span 9'-3" 10'-1" 7'-7" 8'-1" 6'-5" 6'-9" 5'-7" 5'-10" 5'-0" 5'-2" 4'-4" 4'-6" 3 double span multiple span 9'-4" 10'-1" 7'-8" 8'-1" 6'-6" 6'-10" 5'-8" 5'-10" 5'-0" 5'-2" 4'-4" 4'-6" 4 double span multiple span 9'-6" 10'-1" 7'-9" 8'-2" 6'-7" 6'-10" 5'-9" 5'-11" 4'-11" 5'-2" 4'-4" 4'-6" 5 double span multiple span 9'-8" 10'-2" 7'-11" 8'-3" 6'-9" 6'-11" 5'-10" 5'-11" 5'-1" 5'-3" 4'-6" 4'-7" 6 double span multiple span 9'-10" 10'-3" 8'-0" 8'-3" 6'-9" 6'-11" 5'-11" 6'-0" 5'-3" 5'-3" 4'-8" 4'-8" NOTES TO TABLE: Spans shown are for negative uniform loads only. Spans may be governed by other factors including temperature differentials, deflection requirements, structural support gage, or unequal spacing of secondary. Consult Kingspan for specific project applications. Revised 07/20/12 I n s u l a t e d P a n e l s DESIGN SPAN Insulated Panels Section : 800S250-118 (50 ksi) Single C Stud Maxo =10625.6 Ft-Lb Fy =50 ksi 16234.6 lbVa =Moment of Intertia, I =15.24 in^4 Span Flexural Stability Details Mpos (Ft-Lb)3808.0 X-Dist (ft)8.00 Bracing (in)60.0 MA (Ft-Lb)3715.3 MB (Ft-Lb)3808.0 MC (Ft-Lb)3715.3 Mmax (Ft-Lb)3808.0 Cb 1.01 ry (in)0.84 ro (in)3.52 A (in)^2 1.66 Jx1000 (in^4)8.51 Cw (in^6)15.40 KyLy & KtLt (in)60.0 SIGMAey (ksi)57.42 SIGMAt (ksi)65.27 Me (in-k)361.27 My (in-k)190.52 Mc (in-k)180.68 Sf (in^3)3.81 Sc (in^3)3.81 Ma (Ft-Lb)9015.8 Distortional Buckling Details - Flexure Flange Properties hyf in www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Z-Girts - Out of Plane Af in^2 Jf in^4 Ixf in^4 Iyf in^4 Ixyf in^4 Xof in Iof in hxf in Yof in Cwf in^6 hyf in 0.3650 1.8767 6.7026 0.2186 0.0189 0.5629 0.9604 -0.0539 -1.4154 0.0000Top-0.0539 0.3650 1.8767 6.7026 0.2186 0.0189 0.5629 0.9604 -0.0539 -1.4154 0.0000Bottom-0.0539 Span Lcr (in)14.39 Lm (in)192.00 Kɸ-fe (kips)2926.18 Kɸ-fg (in^2)46.74 Kɸ-we (kips)2590.62 Kɸ-wg (in^2)8.16 Kɸ (kips)0.00 Beta 1.00 Fd (ksi)100.5 Mcrd (Ft-Lb)31907.7 My (Ft-Lb)1824.2 Lambda(d)0.76 Mn-d (Ft-Lb)17106.1 Ma-d (Ft-Lb)10243.2 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Steel Column ECLIPSE ENGINEERING, P.C.Lic. # : KW-06005483 DESCRIPTION:Strongback Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Strongbacks.ec6 Project Title: Engineer: Project ID: Printed: 26 JUL 2021, 3:57PM Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 26Overall Column Height ft Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS6x6x1/4 36.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Fully braced against buckling ABOUT X-X Axis Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 494.520 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, E = 0.3170 k/ft .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.9341 Location of max.above base 12.913 ft 0.4945 k 112.958 k 18.750 k-ft Load Combination +D+0.70E Load Combination +D+0.70E 20.120 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 2.885 k 0.09029 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 20.120 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . (see tab for all) Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 4.121 k Bottom along Y-Y 4.121 k Maximum Load Deflections . . . Along Y-Y 3.972 in at 13.087 ft above base for load combination :E Only Along X-X 0.0 in at 0.0 ft above base for load combination : 31.951 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS0.00 0.000 0.00 ftft0.004 1.00 1.00 0.00 0.00 +0.60D PASS PASS0.00 0.000 0.00 ftft0.003 1.00 1.00 0.00 0.00 +D+0.70E PASS PASS12.91 0.090 0.00 ftft0.934 1.00 1.00 0.00 0.00 +D+0.5250E PASS PASS12.91 0.068 0.00 ftft0.701 1.00 1.00 0.00 0.00 +0.60D+0.70E PASS PASS12.91 0.090 0.00 ftft0.933 1.00 1.00 0.00 0.00 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 0.495 +0.60D 0.297 +D+0.70E 2.8850.495 2.885 +D+0.5250E 2.1640.495 2.164 +0.60D+0.70E 2.8850.297 2.885 E Only 4.1214.121 Steel Column ECLIPSE ENGINEERING, P.C.Lic. # : KW-06005483 DESCRIPTION:Strongback Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Strongbacks.ec6 Project Title: Engineer: Project ID: Printed: 26 JUL 2021, 3:57PM Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 0.495 Minimum"4.1214.121 MaximumReaction, X-X Axis Base 0.495 Minimum"0.495 MaximumReaction, Y-Y Axis Base 4.1214.121 Minimum"0.495 MaximumReaction, X-X Axis Top 0.495 Minimum"0.495 MaximumReaction, Y-Y Axis Top 0.495 Minimum"0.495 MaximumMoment, X-X Axis Base 0.495 Minimum"0.495 MaximumMoment, Y-Y Axis Base 0.495 Minimum"0.495 MaximumMoment, X-X Axis Top 0.495 Minimum"0.495 MaximumMoment, Y-Y Axis Top 0.495 Minimum"0.495 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 +D+0.70E 0.0000 2.781 13.087 ftftinin0.000 +D+0.5250E 0.0000 2.085 13.087 ftftinin0.000 +0.60D+0.70E 0.0000 2.781 13.087 ftftinin0.000 E Only 0.0000 3.972 13.087 ftftinin0.000 .Steel Section Properties :HSS6x6x1/4 R xx = 2.340 in Depth =6.000 in R yy = 2.340 in J =45.600 in^4 Width =6.000 in Wall Thick = 0.250 in Zx =11.200 in^3 Area = 5.240 in^2 Weight =19.020 plf I xx =28.60 in^4 S xx =9.54 in^3Design Thick =0.233 in I yy =28.600 in^4 C =15.400 in^3 S yy =9.540 in^3 Ycg =0.000 in Strongbacks - Out of Plane Steel Column ECLIPSE ENGINEERING, P.C.Lic. # : KW-06005483 DESCRIPTION:Strongback Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Strongbacks.ec6 Project Title: Engineer: Project ID: Printed: 26 JUL 2021, 3:57PM Project Descr: Sketches