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Specifications (33) -cokc-Ac tO. STRUCTURAL DESIGN CALCULATIONS For Seismic Shelving Analysis ALDO Portland, OR BY RECEIVED JUL 1 2019 CITY OF TIGARD BUILDING DIVISION VAMBROSE A11 ENGINEERING wlW66 N2 5 COMN1ERCE COURT CEDARBURG, 53012 Of'"C Job # 019-259 Pfillif:r.0 =C. 77.55PE June 25, 2019 _ . GON Orr 4bt, 8 - 1= <9 'at' 4 si-ec) EXPIRES 0Q p.wo Calculations prepared for SHREMSHOCK 7400 W Campus Rd Suite 150 New Albany,OH 43054 Reference Data These calculations review the design and installation of storage racks for structural adequacy. The sealing of these drawings is for the structural review of the storage racks only. Other information is not reviewed or approved. Building Code • 2014 Oregon Structural Specialty Code • IBC 2012 • ASCE 7-10 • Rack Manufacturers Institute-Industrial Steel Storage Racks Manual(RMI) Loads Vertical(dead plus live) Mobile Shelving by Etalex Maximum permissible load per shelf <42 lbs Maximum permissible load per unit <250 lbs Component Design Procedure • Posts/Spreaders designed for double loading to account for back to back or end to end shelf orientations. • Anchors/Tracks designed for double loading to account for back to back or end to end shelf orientations. • X-Brace(s)designed for(4)times the loading to account for(1)set of x-braces per(4)units,typical. Component Design Criteria All Members ASTM A1003,Grade 50 F = 50000 PSI ILi1 L Hazards by Location Search Information Address: 9585 SW Washington Square Rd,Portland,OR 97223,USA "^---uver 6 :h 232 ft Coordinates: 454502551,-122.7813094 enbco= �e1 and Tillamook H asa:oo o Elevation: 232 ft 41. State Foram Beaverton Gresham • Timestamp: 2019-06-11T22:04:06.808Z t==' 411_HOa:1 National Forest Hazard Type: Seismic p .. Reference Document: ASCEI-10 Go gle Y Map Sara r€:1119 r3oogie Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(9) L Sa(9) 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0 5 10 15 Period(s) 0 5 10 15 Period(s) Basic Parameters Name Value Description SS 0.978 MCER ground motion(period=0.2s) St 0.425 MCER ground motion(period=l.0s) SMS 1.084 Site-modified spectral acceleration value SM1 0.67 Site-modified spectral acceleration value Sps 0.723 Numeric seismic design value at 0.2s SA So/ 0.446 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SOC D Seismic design category Fa 1.109 Site amplification factor at 0.2s F„ 1.575 Site amputation factor at 1.0s CRs 0.897 Coefficient of risk(0.2s) CR1 0.871 Coefficient of risk(1.0s) PGA 0.428 MCEO peak ground acceleration Fpgv 1.072 Site amplification factor at PGA PGA,/ 0.459 Site modified peak ground acceleration T� 16 Long-period transition period(s) SORT 0.978 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.09 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SaD 2.366 Factored deterministic accelerallon value(0.2s) S1RT 0.425 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0488 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) --- 51D 0.743 Factored deterministic acceleration value(1.0s) PGAd 0.826 Factored detertninistic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process.Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latituderlongitude location in the report. 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A M B R 0 S E Job: ALDO-Portland,OR Page: ENGINEERING Job#: 019-259 By: JLM WM R215MWEICEGBLR1 Date: 6/14/2019 Checked: RMS CEBARBLIRC,li5X12 Shelf Information Shelf Profile Seismic design procedures follow IBC 2012 Length 48 in ASCE 7-10 12.8.3,15.5.3,and RMI MH16.1 Width 14 in Height 120 in Bottom Shelf"height" 6 in I Typical Shelf"height" 24 in i ' ill a Number of Shelves 6 I ' Ili: Units Laterally Supported 4 3 Importance Factor 1.0 I ( , RX(braced) 4I 12,(unbraced) 6 .1 Sol 0.446 Sns 0.723 '1— Seismic Design Category D ,,: :.1 ;it Above first floor No ;,;� Seismic Base Shear,V V=CsxI,xWs RMI ASCE 7-10(min) Cs(R=4) 0.18075 0.101 Cs 0.181 Cs(R=6) 0.1205 Product Load,PL 250 lbs(max load per unit) Dead Load,DL 5 psf Load per Shelf Load Per Post Dead Load per Shelf Shelf# [lbs] [lbs] [lbs] 1 42 10 23.33 2 42 10 23.33 3 42 10 23.33 4 42 10 23.33 5 42 10 23.33 6 42 10 23.33 Total 250 lbs 140 lbs Ws=(0.67 x PLRF x PL)+DL Ws 307.5 lbs V(R=4) 56 lbs V(R=4) 37 lbs (� [�(� Job: ALDO-Portland,OR Page: pm ENGIN IEtEUR I N G Job#: 019-259 By: JLM �, Date: 6/14/2019 Checked: RMS Vertical Distribution of Forces Vwxht From RMI MH16.1 Fx " For all levels k 1.0 Ew,hk h/d 8.57 >6>8 Lo All shelves loaded to 67%capacity: Posts double loaded to account for side to side orientation Load per Shelf Height Post Load Shelf# [lbs] [in] Modified for#of Racks 1 28 6 7.0 2 28 30 7.0 3 28 54 7.0 4 28 78 7.0 5 28 102 7.0 6 28 120 7.0 Braced Direction (Longitudinal,X) R=4 Load Case 1:All shelves loaded at 67% Shelf# wxhxk Lateral Load at Shelf Each Node [lb-in] Level[lbs] [lbs] II 1 168 0.9 0.43 2 838 4.3 2.14 3 1508 7.7 3.85 4 2178 11.1 5.56 5 2848 14.5 7.27 6 3350 17.1 8.55 Load Case 1 (for illustration purposes only) Total 10888 lb-in Load Case 2:Top shelf 100%loaded Ws,t°p 52 lbs Ut°p=Ft°p 9 lbs Lateral load at top shelf Load Case 2 (for illustration purposes only) A M B R O S E Job: ALDO-Portland,OR Page: rill ENGINEERING Job#: 019-259 By: JLM tW7 Date: 6/14/2019 Checked: RMS Unbraced Direction (Transverse,Z) R=6 Load Case 1:All shelves loaded at 67% Shelf# wxhxk Lateral Load at Shelf Each Node [lb-in] Level[lbs] [lbs] 1 168 0.6 0.29 2 838 2.9 1.43 3 1508 5.1 2.57 4 2178 7.4 3.71 5 2848 9.7 4.85 6 3350 11.4 5.70 Load Case 1 (for illustration purposes only) Total 10888 lb-in 11. 0 Load Case 2:Top shelf 100%loaded Ws top 52 lbs Vtap=Ftop 6 lbs Lateral load at top shelf Specific Load Combinations(per RMI MH16.1§2.1) Load Factors DL LL(PL) EQ Combination#1 1.00 - - Combination#2 1.00 1.00 - Combination#4 1.08 0.79 0.70 - Combination#6 1.10 0.67 0.70 Combination#9 0.50 0.33 0.70 Load Case 2 Combination#10 1.00 0.88 - (for illustration purposes only) Member Design Spreader Beam Section Properties M,0ax 186 in-lb (from RAM) Sx 1.303 in3 fb 143 psi Fy 50000 psi Fb 30000 psi V 46.5 lbs fb/Fb 0.005 SPREADER OK Spreader Beam Connection X-Brace-Shelf supports 4 units Rivet Spacing 4 in Axial Force 62.4 lbs Rivet Diameter 0.1875 in (for one shelf spreadsheet multiplies by 4) Shear Capacity of Rivet Ft 20000 psi Vallow 591 lbs Area 0.0525 in2 Vappiice 47 lbs ft 4754 psi i , , E , V/Va 0.079 RIVET OK ft/Ft 0.238 BRACE OK �� X-Brace Connection to Upright #10 Screw,18 GA Upright c,_ 6. `k � V. 422 lbs Applied Force 249.6 lbs \�0 ' Vu 591 lbs V/Va 0.591 SCREW OK piaA M B R O S E Job: ALDO-Portland,OR Page: ENGINEERING Job#: 019-259 By: JLM �� I2�5C� ���, Date: 6/14/2019 Checked: RMS E�rt' I" , Anchor Design ICC-ES Expansion Anchor Diameter 0.375 in Expansion Anchor Powers Wedge Bolt+ ESR-2526 Upliftmax 158 lbs PC 3000 psi Vmax 32 lbs he 2.5 in Tallow 1030 lbs :; ` Interaction 0.0470 Vauow 1030 lbs trl te Vt- ANCHORS OK Anti-Tip Track Check Track Properties Anchor Spacing 12 in Ix 0.041 in4 Uplift 158 lbs Sx 0.119 in3 Mmax 474 in-lb FY 21000 psi Srequired 0.0376 in3 Tmax Hook 251 lbs _ Rivet Strength TRACK&HOOK OK Tension 815 lbs Shear591 lbs CORNERS ME dill RIVET OK 1460.w/Al I/2.UP ABOVE THE CARRIAGE SURFACE wil tiO' ir_l .1 . aer WHEEL IS A PERMANENTLY �� ��7�ail L _` SEALED,SINGLE ROW ` `Z RADIAL BALL BEARING. /` sit © t I tri It M',pw.,F fY ON CENTER MAX ,� o A..,I.,. Slab Check Slab Information Base Plate Dimensions P ___. ._„255__ _lbs b 2 in f e 3000 psi Oo=2.0 for w 2.25 in anchorage tslab 4 in bo 34 in F, 29796 lbs A 0.712 ft2 Soil Pressure Under Slab 358 psf <1000 psf-OK FOR COLUMN ANALYSIS,SEE ATTACHED RAM ELEMENTS ANALYSIS COLUMNS ANALYZED IN BOTH DIRECTIONS n B entteyx Current Date:6/14/2019 9:44 AM Units system:English File name: S:\2Ol9dwg\019-259 ALDO#2587-Portland,OR\03 Calculations\019-259 Aldo 2587 Portland,OR.retx\ • . . .:i., ----. - .._..., , , ----- --- , ,,,,, ,-- ---- i 0 gi•, - irxi -6x d fol-51 `)4.sts cis° !61:"..7)9 or3A51Lc13:ii:i.x.Gf,2.o.otio:_5rmia:co,:i16:068 ,t,46,74,5,., • 1 , ,,,,,, - [ ,,,,, ,,,,,,, , ,,,, --- 1,11 1 - I 1 A,445,:,:d,_iiv 7.:7, o,,,,,vo- _,, °74_,t1113,11.2,644r_liq6.8 Si co c....S 10 P57 in 1..n --I .A.. ,,,i.,41,co4„. . ,., . . 1 - 113 1 2 .,t,' ?-m)iii 1 sr 62 .0 to- , 3, : ------- , 70 is 's I 66, c'et.:20.7 6.1.-'..-:. — 50 cold t6Tm I O r - •2,5. -0/ I - P6-1°GC -i6% 1-U1X .6:.'°'i'f°/)I' ,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ---, Gr50 Old tools, , ip5L0701),GL5.1:,)Lc°vIdtat°03:19 44: ;,,-0,,,,,_ ----- p.570 Gr50 CO vaor„ Lu 1,2 11-16)u % ... Y A X .1.- - ' Z 1 n Benttey Current Date:6/18/2019 8:19 AM Units system: English File name: S:\2019dwg\019-259 ALDO#2587-Portland,OR\03_Calculations\019-259 Aldo 2587 Portland,OR.retx\ Steel Code Check Report: Summary-Group by member Load conditions to be included in design: c01=DL c14=1.08DL+0.79LLT+0.7EPXT c27=1.1 DL+0.67LLA+0.7ENZT c02=DL+LLA c15=1.08DL+0.79LLT+0.7ENXT c28=1.1 DL+0.67LLT+0.7EPXA c03=DL+LLT c16=1.08DL+0.79LLT+0.7EPZA c29=1.1 DL+0.67LLT+0.7ENXA c04=1.08DL+0.79LLA+0.7EPXA c17=1.08DL+0.79LLT+0.7ENZA c30=1.1 DL+0.67LLT+0.7EPXT c05=1.08DL+0.79LLA+0.7ENXA c18=1.08DL+0.79LLT+0.7EPZT c31=1.1 DL+0.67LLT+0.7ENXT c06=1.08DL+0.79LLA+0.7EPXT c19=1.08DL+0.79LLT+0.7ENZT c32=1.1 DL+0.67LLT+0.7EPZA c07=1.08DL+0.79LLA+0.7ENXT c20=1.1 DL+0.67LLA+0.7EPXA c33=1.1 DL+0.67LLT+0.7ENZA c08=1.08DL+0.79LLA+0.7EPZA c21=1.1 DL+0.67LLA+0.7ENXA c34=1.1 DL+0.67LLT+0.7EPZT c09=1.08DL+0.79LLA+0.7ENZA c22=1.1 DL+0.67LLA+0.7EPXT c35=1.1 DL+0.67LLT+0.7ENZT c10=1.08DL+0.79LLA+0.7EPZT c23=1.1 DL+0.67LLA+0.7ENXT c36=DL+0.88LLA c11=1.08DL+0.79LLA+0.7ENZT c24=1.1 DL+0.67LLA+0.7EPZA c37=DL+0.88LLT c12=1.08DL+0.79LLT+0.7EPXA c25=1.1 DL+0.67LLA+0.7ENZA c13=1.08DL+0.79LLT+0.7ENXA c26=1.1 DL+0.67LLA+0.7EPZT Description Section Member Ctrl Eq. Ratio Status Reference brace RectBar 070x.75 57 c04 at 0.00% 0.03 OK Eq.Sec. D2 58 c05 at 0.00% 0.03 OK Eq.Sec. D2 59 c12 at 0.00% 0.04 OK Eq.Sec. D2 60 c13 at 0.00% 0.04 OK Eq.Sec. D2 column aisiC 0.75x1.5x18 GA 1 c09 at 39.58% 0.97 OK Sec.C5.2 2 c08 at 39.58% 0.96 OK Sec.C5.2 3 c09 at 39.58% 0.96 OK Sec.C5.2 4 c08 at 39.58% 0.97 OK Sec.C5.2 spreader aisiC 1.25x4.5x.068 6 c09 at 0.00% 0.00 OK Sec.C5.2 32 c04 at 0.00% 0.04 OK Sec.C5.2 41 c09 at 100.00% 0.00 OK Sec.C5.2 48 c05 at 100.00% 0.04 OK Sec.C5.2 61 c05 at 100.00% 0.03 OK Sec.C5.2 62 c05 at 100.00% 0.03 OK Sec.C5.2 63 c05 at 0.00% 0.10 OK Sec.C5.2 64 c04 at 100.00% 0.10 OK Sec.C5.2 n Bentley Current Date: 6/18/2019 8:26 AM Units system: English File name:S:\2019dwg\019-259 ALDO#2587-Portland,OR\03_Calculations\019-259 Aldo 2587 Portland, OR.retx\ • Steel Code Check Report: Concise Members: Hot-rolled Design code: AISC 360-2010 ASD Member 59 (brace) Design status OK Section information Section name: RectBar 070x.75 (US) Dimensions xr 1 a = 0.750 [in] Height b = 0.070 [in] Width Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 0.053 Moment of Inertia(local axes) (I) [in4] 0.002 2.14E-05 Moment of Inertia(principal axes) (I') [in4] 0.002 2.14E-05 Bending constant for moments(principal axis) (J') [in] 0.000 0.000 Radius of gyration(local axes) (r) [in] 0.217 0.020 Radius of gyration(principal axes) (r') [in] 0.217 0.020 Saint-Venant torsion constant. {J) [in4] 8.07E-05 Section warping constant. (Cw) [in6] 0.000 Distance from centroid to shear center(principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section(local axis) (Ssup) [in3] 0.007 6.12E-04 Bottom elastic section modulus of the section(local axis) (Sinf) [in3] 0.007 6.12E-04 Top elastic section modulus of the section(principal axis) (S'sup) [in3] 0.007 6.12E-04 Bottom elastic section modulus of the section(principal axis) (S'inf) [in3] 0.007 6.12E-04 Plastic section modulus(local axis) (Z) [in3] 0.010 9.19E-04 Plastic section modulus(principal axis) (Z) [in3] 0.010 9.19E-04 Polar radius of gyration. (ro) [in] 0.217 Area for shear (Aw) [in2] 0.053 0.053 Torsional constant. (C) [in3] 0.011 Material :A570 Gr50 cold form Properties Unit Value Yield stress(Fy): [Kip/in2] 50.00 ' Tensile strength(Fu): [Kip/in2] 65.30 Elasticity Modulus(E): [Kip/in2] 29000.00 Shear modulus for steel(G): [Kip/in2] 11507.94 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio(L) [ft] 5.32 Distance between member lateral bracing points Length(Lb)[ft] Top Bottom 5.32 5.32 Laterally unbraced length Length[ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 5.32 5.32 5.32 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No • Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.04 Capacity 1.57[Kip] Reference : Eq.Sec. D2 Demand 0.06[Kip] Ctrl Eq. : c12 at 0.00% Intermediate results Unit Value Reference Factored axial tension capacity(Pn1S ) [Kip] 1.57 Eq.Sec.D2 AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio 0.00 Capacity 0.09[Kip] Reference : Sec. El Demand 0.00[Kip] Ctrl Eq. : c05 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural buckling strength(Pn33/S2) [Kip] 0.09 Sec.El Compression in the minor axis 22 Ratio 0.00 Capacity 0.00[Kip] Reference : Sec.El Demand 0.00[Kip] Ctrl Eq. : c05 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural buckling strength(Pn22/52) [Kip] 0.00 Sec. El - FLEXURAL DESIGN le Bending about major axis,M33 Ratio 0 G0 Capacity 0.00[Kip*ft] Reference : Sec. Fl Demand 0.00[Kip*ft] Ctrl Eq. : c01 at 0.00% Intermediate results Unit Value Reference Section classification Factored lateral-torsional buckling strength(Mn/S2) [Kip`ft] 0.00 Sec. Fl Bending about minor axis, M22 Ratio : 0.00 Capacity 0.00[Kip*ft] Reference : Sec. Fl • Demand : 0.00[Kip*ft] Ctrl Eq. : c01 at 0.00% Intermediate results Unit Value Reference Section classification Factored yielding strength(Mn/S2) [Kip*ft] 0.00 Sec. Fl DESIGN FOR SHEAR Shear in major axis 33 Ratio 0.00 Capacity 0.94[Kip] Reference : Sec.G1 Demand 0.00[Kip] Ctrl Eq. : c04 at 0.00% Intermediate results Unit Value Reference Factored shear cai acity(Vn/S2) [Kip] 0.94 Sec.G1 Shear in minor axis 22 Ratio : 0.00 Capacity 0.94[Kip] Reference : Sec. G1 Ais Demand 0.00[Kip] Ctrl Eq. : c04 at 0.00% Intermediate results Unit Value Reference Factored shear capacitv(Vn/52) [Kip] 0.94 Sec.G1 TORSION DESIGN V Torsion Ratio 0.00 Capacity 0.00[Kip*ft] Reference : Eq. H3-1 Demand 0.00[Kip*ft] Ctrl Eq. : c12 at 0.00% Intermediate results Unit Value Reference Factored torsion capacity(Tn/SZ) [Kip*ft] 0.00 Eq. H3-1 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0.00 Ctrl Eq. c05 at 0.00% Reference : Eq. H2-1 Intermediate results Unit Value Reference Interaction of flexure and axial force -- 0.00 Eq. H2-1 Combined flexure and axial tension Ratio 0.04 Ctrl Eq. c12 at 0.00% Reference : Eq. H2-1 Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq. -- Reference • Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. -- Reference • Combined torsion,flexure,shear and axial compression Ratio N/A Ctrl Eq. -- Reference • . _ Combined torsion,flexure,shear and axial tension = Ratio N/A Ctrl Eq. -- Reference • Members: Cold-formed Design code: AISI 2001 Sup. 2004 ASD Member 1 (column) Design status OK DESIGN WARNINGS -Crippling design not applicable for built-up sections with unstiffened flanges fastened to support. Section information Section name: aisiC 0.75x1.5x18 GA (US) Dimensions +t �r t • 3F a = 1.500 [in] Flange width b = 0.750 [in] Depth = 0.050 [in] Inside bend radius = 0.048 [in] Thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 0.171 Moment of Inertia(local axes) (I) [in4] 0.018 0.039 Moment of Inertia(principal axes) (I') [in4] 0.039 0.018 Bending constant for moments(principal axis) (J') [in] -1.389 0.000 Radius of gyration(local axes) (r) [in] 0.327 0.478 Radius of gyration(principal axes) (r') [in] 0.478 0.327 Saint-Venant torsion constant. (J) [in4] 1.33E-04 Section warping constant. (Cw) [in6] 0.004 • Distance from centroid to shear center(principal axis) (xo,yo) [in] -0.036 1.321 Top elastic section modulus of the section(local axis) (Ssup) [in3] 0.049 0.045 Bottom elastic section modulus of the section(local axis) (Sinf) [in3] 0.049 0.062 Top elastic section modulus of the section(principal axis) (S'sup) [in3] 0.062 0.049 Bottom elastic section modulus of the section(principal axis) (S'inf) [in3] 0.045 0.049 Plastic section modulus(local axis) (Z) [in3] 0.054 0.072 Plastic section modulus(principal axis) (Z) [in3] 0.072 0.054 Polar radius of gyration. (ro) [in] 1.443 Area for shear (Aw) [in2] 0.034 0.141 Torsional constant. (C) [in3] 0.003 Material:A570 Gr50 cold form Properties Unit Value Yield stress(Fy): [Kip/in2] 50.00 Tensile strength(Fu): [Kip/in2] 65.30 Elasticity Modulus(E): [Kip/in2] 29000.00 Shear modulus for steel(G): [Kip/in2] 11507.94 DESIGN CRITERIA FDescription Unit Major axis Minor axis Additional hypotheses Full lateral restraints No Continuous flexural torsional restraint Yes Local axis design No Region between inflection points adjacent to support No Span type Simple Fastened to support Unfastened Local shear No Braced for sidesway in major axis Yes Braced for sidesway in minor axis Yes Loading condition EOF Flange support condition Fastened Member lateral unbraced lengths Length(Lb)[ft] Restraint arrangement Rotation restraint Top Bottom Top Bottom Top Bottom 2.00 2.00 FF FF None None 2.00 2.00 FF FF None None 2.00 2.00 FF FF None None 2.00 2.00 FF FF None None • 2.00 2.00 FF FF None None Compression member unbraced lengths Length(L)[ft] Effective length factor(ke) Major axis Minor axis Major axis Minor axis 2.00 2.00 2.00 1.78 1.83 1.00 2.00 2.00 2.00 1.78 1.83 1.00 2.00 2.00 2.00 1.78 1.83 1.00 2.00 2.00 2.00 1.78 1.83 1.00 2.00 2.00 2.00 1.78 1.83 1.00 DESIGN CHECKS AXIAL TENSION DESIGN wi" Axial tension Ratio 0.01 Capacity 5.13[Kip] Reference : Sec.C2 Demand 0.07[Kip] Ctrl Eq. : c28 at 0.00% Intermediate results Unit Value Reference Factored axial tension capacitv(Pn/S2) [Kip] 5.13 Sec.C2 Factored axial tensile fracture capacitv(Pn/S2) [Kip] 5.60 Sec.C2 DESIGN FOR SHEAR Shear in major axis 33 Ratio 0.01 Capacity 2.51 [Kip] Reference : Sec.C3.2.1 Demand 0.02[Kip] Ctrl Eq. : c28 at 0.00% Intermediate results Unit Value Reference Factored shear capacitv(Vn/S2) [Kip] 2.51 Sec.C3.2.1 Shear in minor axis 22 Ratio 0.01 Capacity 0.50[Kip] Reference : Sec.C3.2.1 Demand 0.01 [Kip] Ctrl Eq. : c08 at 5.21% Intermediate results Unit Value Reference Factored shear capacitv(Vn/S2) [Kip] 0.50 Sec.C3.2.1 AXIAL COMPRESSION DESIGN '` Axial compression Ratio 0.15 Capacity 1.07[Kip] Demand 0.16[Kip] Ctrl Eq. : c05 at 0.00% Intermediate results Unit Value Reference Factored axial compression capacitv(Pn/S2) [Kip] 1.07 FLEXURAL DESIGN I Bending about major axis,M33 Ratio 0.96 Capacity 0.01 [Kip*ft] Reference : Sec.C3.1.1 Demand -0.01 [Kip*ft] Ctrl Eq. : c08 at 5.21% Intermediate results Unit Value Reference Factored section moment capacitv(Mn/S2) [Kip*ft] 0.01 Sec.C3.1.1 Factored lateral-torsional buckling strength(Mn/S2) [Kip*ft] 0.01 Sec.C3.1.2 Bending about the minor axis 22 • Ratio 0.14 Capacity 0.07[Kip*ft] Reference : Sec. C3.1.2 Demand 0.01 [Kip*ft] Ctrl Eq. : c05 at 60.42% Intermediate results Unit Value Reference Factored section moment capacity(Mn/S2) [Kip*ft] 0.07 Sec.C3.1.1 Factored lateral-torsional buckling strencth(Mn/0) [Kip*ft] 0.07 Sec.C3.1.2 WEB CRIPPLING DESIGN if Web crippling Ratio 0.12 Capacity 0.13[Kip] Reference : Sec.C3.4 Demand 0.02[Kip] Ctrl Eq. : c28 at 0.00% Intermediate results Unit Value Reference l Factored web crippling capacitv(Pn/S2) [Kip] 0.13 Sec. C3.4 COMBINED ACTIONS DESIGN Combined bending and web crippling interaction Ratio : 0.25 Ctrl Eq. c08 at 5.21% Reference : Sec. C3.5 Intermediate results Unit Value Reference Combined bending and shear interaction Ratio 0.96 Ctrl Eq. c08 at 5.21% Reference : Sec.C3.3 Intermediate results Unit Value Reference Combined bending and shear interaction(x-x) -- 0.96 Sec.C3.3 Combined bending and shear interaction(v-v) -- 0.00 Combined bending and tension interaction Ratio 0.96 Ctrl Eq. c08 at 5.21% Reference : Sec.C5.1 Intermediate results Unit Value Reference Combined bending and tension interaction(effective section) -- 0.96 Sec.C5.1 Combined bending and tension interaction(full section) -- 0.07 Combined bending and compression interaction Ratio 0.97 Ctrl Eq. c09 at 39.58% Reference : Sec.C5.2 Intermediate results Unit Value Reference Combined bending and compression interaction -- 0.97 Sec.C5.2 Member 48 (spreader) Design status OK DESIGN WARNINGS -Crippling design not applicable for built-up sections with unstiffened flanges fastened to support. Section information Section name: aisiC 1.25x4.5x.068 (US) Dimensions .t "r r b a = 1.250 [in] Flange width b = 4.500 [in] Depth r = 0.136 [in] Inside bend radius t = 0.068 [in] Thickness Properties • Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 0.456 Moment of Inertia(local axes) (I) [in4] 1.250 0.059 Moment of Inertia(principal axes) (I') [in4] 1.250 0.059 Bending constant for moments(principal axis) (J') [in] 0.000 2.723 Radius of gyration(local axes) (r) [in] 1.656 0.361 Radius of gyration(principal axes) (r') [in] 1.656 0.361 Saint-Venant torsion constant. (J) [in4] 7.19E-04 • Section warping constant. (Cw) [in6] 0.214 Distance from centroid to shear center(principal axis) (xo,yo) [in] -0.626 0.000 Top elastic section modulus of the section(local axis) (Ssup) [in3] 0.556 0.060 • Bottom elastic section modulus of the section(local axis) (Sinf) [in3] 0.556 0.232 Top elastic section modulus of the section(principal axis) (S'sup) [in3] 0.556 0.060 Bottom elastic section modulus of the section(principal axis) (S'inf) [in3] 0.556 0.232 Plastic section modulus(local axis) (Z) [in3] 0.676 0.103 Plastic section modulus(principal axis) (Z) [in3] 0.676 0.103 Polar radius of gyration. (ro) [in] 1.807 Area for shear (Aw) [in2] 0.165 0.301 Torsional constant. (C) [in3] 0.011 Material:A570 Gr50 cold form Properties Unit Value Yield stress(Fy): [Kip/in2] 50.00 Tensile strength(Fu): [Kip/in2] 65.30 Elasticity Modulus(E): [Kip/in2] 29000.00 Shear modulus for steel(G): [Kip/in2] 11507.94 DESIGN CRITERIA Description Unit Major axis Minor axis Additional hypotheses Full lateral restraints No Continuous flexural torsional restraint No Local axis design No Region between inflection points adjacent to support No Span type Simple Fastened to support Unfastened Local shear No Braced for sidesway in major axis No Braced for sidesway in minor axis No Loading condition EOF Flange support condition Fastened Member lateral unbraced lengths Length(Lb)[ft] Restraint arrangement Rotation restraint Top Bottom Top Bottom Top Bottom 1.17 1.17 FF FF None None Compression member unbraced lengths Length(L)[ft] Effective length factor(ke) Major axis Minor axis Major axis Minor axis 1.17 1.17 1.17 0.00 0.00 1.0 DESIGN CHECKS AXIAL TENSION DESIGN l Axial tension Ratio 0.00 Capacity 13.65[Kip] Reference : Sec.C2 Demand 0.00[Kip] Ctrl Eq. : c28 at 0.00% Intermediate results Unit Value Reference ' Factored axial tension capacity(Pn/S2) [Kip] 13.65 Sec.C2 Factored axial tensile fracture capacitv(Pn/4) [Kip] 14.89 Sec.C2 DESIGN FOR SHEAR Shear in major axis 33 Ratio 0.00 Capacity 2.67[Kip] Reference : Sec.C3.2.1 Demand 0.00[Kip] Ctrl Eq. : c04 at 0.00% Intermediate results Unit Value Reference Factored shear capacitv(Vn/S2) [Kip] 2.67 Sec.C3.2.1 Shear in minor axis 22 Ratio 0.01 Capacity 4.83[Kip] Reference : Sec.C3.2.1 Demand -0.02[Kip] Ctrl Eq. : c33 at 0.00% Intermediate results Unit Value Reference Factored shear capacity(Vn/S2) [Kip] 4.83 Sec.C3.2.1 AXIAL COMPRESSION DESIGN it Axial compression Ratio 0.00 Capacity 8.24[Kip] Demand 0.00[Kip] Ctrl Eq. : c08 at 0.00% Intermediate results Unit Value Reference Factored axial compression capacitv(Pn/52) [Kip] 8.24 FLEXURAL DESIGN ill Bending about major axis,M33 Ratio 0.01 Capacity 1.25[Kip*ft] Reference Sec.C3.1.1 Demand 0.01 [Kip*ft] Ctrl Eq. : c33 at 0.00% Intermediate results Unit Value Reference Factored section moment capacitv(Mn/S2) [Kip*ft] 1.25 Sec.C3.1.1 • Bending about the minor axis 22 Ratio 0.03 Capacity 0.09[Kip*ft] Reference : Sec.C3.1.1 Demand 0.00[Kip*ft] Ctrl Eq. : c05 at 100.00% Intermediate results Unit Value Reference Factored section moment capacitv(Mn/S2) [Kip*ft] 0.09 Sec.C3.1.1 WEB CRIPPLING DESIGN Y Web crippling Ratio 0.00 Capacity 0.17[Kip] Reference : Sec.C3.4 Demand 0.00[Kip] Ctrl Eq. : c01 at 0.00% Intermediate results Unit Value Reference Factored web crippling capacity(Pn/S2) [Kip] 0.17 Sec.C3.4 COMBINED ACTIONS DESIGN ilie Combined bending and web crippling interaction Ratio 0.00 Ctrl Eq. c33 at 0.00% Reference : Sec.C3.5 Intermediate results Unit Value Reference Combined bending and shear interaction Ratio 0.03 Ctrl Eq. c05 at 100.00% Reference : Sec.C3.3 Intermediate results Unit Value Reference Combined bending and shear interaction(x-x) -- 0.01 Combined bending and shear interaction(v-v -- 0.03 Sec. C3.3 Combined bending and tension interaction Ratio 0.03 Ctrl Eq. c05 at 100.00% Reference : Sec.C5.1 Intermediate results Unit Value Reference Combined bending and tension interaction(effective section) -- 0.03 Sec.C5.1 Combined bending and tension interaction(full section) -- 0.01 Combined bending and compression interaction Ratio 0.04 Ctrl Eq. c05 at 100.00% Reference : Sec.C5.2 Intermediate results Unit Value Reference Combined bending and compression interaction — 0.04 Sec.C5.2