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City of Nenana Biomass District Heat System Structural Calculations - Jul 2021 - REF Grant 7014028
GRAVITY DESIGN SECTION A FRAME FRAME FRAME FRAME BM Gravity Key Plan SEE LATERAL DESIGN SEE LATERAL DESIGN SEE LATERAL DESIGN SEE LATERAL DESIGN 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 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 16.08 192.00 1506.41 31.71 1349.28 5.44 0.00 1.00 76.9 20478.4 1496.5 0.85 13000.9 7785.0 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. LATERAL LOADING SECTION B 27.4k 27.4k 27.4k 13.7k 13.7k Diaphragm Design CROSS BRACE DESIGN SECTION C ORDINARY MOMENT FRAME DESIGN SECTION D WALLS OUT OF PLANE SECTION E STRONGBACK Z-GIRT PANEL 0.6xP = 19.8psf PANEL THICKNESS SPANCONDITION NEGATIVEWALLPRESSUREIN PSF 20PSF 25PSF 30PSF 35PSF 40PSF 45PSF 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" AllowableSpan 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 SPANCONDITION NEGATIVEWALLPRESSUREIN PSF 20PSF 25PSF 30PSF 35PSF 40PSF 45PSF 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" PanelSeries: KS Shadowline PanelSeries: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 PanelSeries: KS Shadowline PanelSeries:KS Shadowline DesignParameter: UniformLoad DesignParameter: UniformLoad Fastening Method: Standard2-Hole ConcealedClip w/ (2) 1/4"TEK Fasteners Fastening Method: Standard2-Hole ConcealedClip w/ (2) 1/4"TEK Fasteners ExteriorFace: 26Ga. GalvanizedSteel Exterior Face:26Ga. GalvanizedSteel InteriorFace: 26Ga. GalvanizedSteel Interior Face:26Ga. GalvanizedSteel DeflectionLimit: L/180 DeflectionLimit: L/180 StructuralSupport Gauge: 14Ga StructuralSupport Gauge: 14Ga PanelWidth: 36" Panel Width:42" ThermalDifferential: Not takenintoaccount ThermalDifferential: Not takenintoaccount PANEL THICKNESS SPAN CONDITION NEGATIVEWALLPRESSUREIN PSF 20PSF 25PSF 30PSF 35PSF 40PSF 45PSF 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 NEGATIVEWALLPRESSUREIN PSF 20PSF 25PSF 30PSF 35PSF 40PSF 45PSF 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 07/20/12InsulatedPanels 5'-11" 6'-0" 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 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 14.39 192.00 2926.18 46.74 2590.62 8.16 0.00 1.00 100.5 31907.7 1824.2 0.76 17106.1 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 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 . . 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 ftft inin 0.000 +0.60D 0.0000 0.000 0.000 ftft inin 0.000 +D+0.70E 0.0000 2.781 13.087 ftft inin 0.000 +D+0.5250E 0.0000 2.085 13.087 ftft inin 0.000 +0.60D+0.70E 0.0000 2.781 13.087 ftft inin 0.000 E Only 0.0000 3.972 13.087 ftft inin 0.000 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