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REVIEWED BLD2023-0399+Structural_Analysis_or_Calculations+3.31.2023_12.33.46_PM+3456265
BLD2023-0399 Structural Calculations For: RECEIVED Apr 12 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REVIEWED BY CITY OF EDMONDS Sno-Isle Edmonds NanaWall Support -Permit 650 Main Street Edmonds, WA 98020 Prepared for: Johnston Architects, LLC 100 NE Northlake Way, Suite 200 Seattle, WA 98105 Job #: 100484-2023-04 Date: March 31, 2023 SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 O 206.443.6212 ssfengineers.com TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 0 253,284,9470 Criteria Sheet Codes Project Location Structural IBC 2018 Street & Number 650 Main St Loading ASCE 7-16 City: Edmonds State: WA Wood: NDS 2018 ZIP: 98020 Steel: AISC 360-16 Concrete: ACI318-14 Latitude: 47.8100 N Masonry: TMS 402/602-16 Longitude:-122.3730 W Ground Elevation 136 ft Occupancy Category Risk Category: II ASCE 7 Table 1.5-1 Ir 5eaview Park - Seismic Load Summary: Analysis Procedure: Architectural components (ASCE 7-16: Chapter 13) Rp:2.50 aP 1 Do 2 Ss= 1.286 S1= 0.453 SDS= 1.000 SDI= 0.56 IE= 1.0 Story Information # Stories Above Grade (Including Mezzanine Levels) 1 Wind Load Summary: 5psf(interior wind pressure) Dead Loads: NanaWall Partition Wall Above Door Weght 9 psf (2) 4x light -gauge studs Track weight 15 plf 5/8" Gyp. Board Misc./Mech. Use Soffit Above Door (assume 4x light -gauge studs 5/8" Gyp. Board Misc./Mech. Use 2.7 psf 2.8 psf 2 psf 7.5 psf 8 psf 1.4 psf 2.8 psf 2 psf 6.2 psf 8 psf T 6WL fl ONES Edmo s� WinCo Foods WOOdway h Deflection limit of support structure (from NanaWall HSW75 Owner's Manual): The structural ntegrity of the support structure is critical for proper operation. Vertical deflection of the header under full live and dead loads should be Length of Nanawall = 26' the lesser of V720th of the span and 1/4'. It should L/720 = (26"12"/') / 720 = 0.43" be designed to accommodate the total weight of the panels in the opening and in the stacking area. 0.25" criteria controls Structural support for lateral loads(both wmdload, if any, and he, lateral force) must also be provided. Soils: Soils Report Provided? No To be approved by the authority having jurisdiction, per 11.8.2 exception. Allowable Bearing 1500 psf Active 55/35 pcf (Restrained/Unrestrained) Sliding,µ 0.3 Seismic Surcharge 8H Passive 250 pcf ROSTRUCTURAL ENGINEERING Sno-Isle Edmonds Library- NanaWall Criteria Esperance Map data ©c., 23 DATE 312912023 PROJ. # DESIGN SHEET 1 N O IL w x 2 a El� Non-structural components (ASCE 7-16: Chapter 13) - Operable Partition NanaWall Sos = 1.029 ap = 1 Rp = 2.5 Ip = 1 Z = 1.00 h = 1.00 Weight of Panels = 2208 Ibs Weight of Track / connection = 20 plf Weight of Structure = 62 plf Weight of Structure and Frame = 82.46 plf Wp = 4352 Ibs Partition Length = 26.0 ft Partition Height= 9.44 ft Stacked point load (split) = 2 Height of Wall Above Partition (max) = 6.73 ft Height of Wall Above Partition (min) = 6.40 ft Weight of Wall above Partition = 8 psf Horizontal EQ: Fp = 0.49 Wp Fp (Partition and support structure) = 8.76 psf Case 1: Uniform Load Structure and Frame, Fp = 40.7 plf Case 2a: Uniform Load - Wall above (max), Fp = 13.3 plf Case 2b: Uniform Load - Wal Above (min), Fp = 12.6 plf Case 3: Panel Uniform Load, Fp = 42.0 plf Cases 1+2a+3 = 96.0 plf Cases 1+2b+3 = 95.3 plf Case 4: Panel Stacked Load, Fp = 545.4 # Case 3 and 4 do not occur simultaneously Vertical EQ: Fp = 0.21 Wp Case 1: Uniform Load Structure and Frame, Fp = 17.0 plf Case 2a: Uniform Load - Wall above (max), Fp = 4.6 plf Case 2b: Uniform Load - Wall above (min), Fp = 4.3 plf Case 3: Panel Uniform Load, Fp = 17.5 plf Cases 1+2a+3 = 39.0 plf Cases 1+2b+3 = 38.8 plf Case 4: Panel Stacked Load, Fp = 227.2 # Case 3 and 4 do not occur simultaneously Dead Load: Case 1: Uniform Adjustable Structure = 20.0 plf Case 1: Uniform Structure = 62.5 plf Case 2a: Uniform Load - Wall above (max) = 53.8 plf Case 2b: Uniform Load - Wall above (min) = 51.2 plf Case 3: Panel Uniform Load = 84.9 plf Case 4: Panel Stacked Load = 1104.2 # Case 3 and 4 do not occur simultaneously Cases 1+2a+3 = 158.8 plf Cases 1+2b+3 = 156.1 plf 0.4a SV,t WZ, z fe= l n Fp is not roquimd to br 2aken as greater than rp=1-65-lrwr {13J-2) and Fp shall not tic taken as less than Fp=o-35uslr,W" {13.3-3) 13.3.1-2 Vertical Furce. The cumponc at shall be dcsigncd For a coneiirrcm verlictil Force 3=4.2SrTWr,. controls over internal 5psf pressure (Already included in VA model) 0 C� G VA Analvsis Model - DCR =0 •■■■■■■■■-Ungrouped M-Failed-V:aining -Encr UnitiValues 'I Door closed - Uniform Loadin =0 ..........ungrouped M-Failed -Warning �••••••••-Error 0 unity Values 1 Door open - Stacked Load at Pocket Project Settings SWENSON SAY FAGET LSD K:\2023\...\Engineering\LSD comments\Nanawall partition support2.vap Wednesday, March 29, 2023 4:30 PM Building Code Load Combinations: ASCE 7-16 ASD ASCE 7-16 LRFD General Settings: Vertical Direction: Y North Axis: Plus Z Ground Elevation: 0 ft Occupancy Risk Category: II Seismic Data: Seismic Design Category: D Spectral Acceleration SDs: 1.029 Overstrength (Omega) X: 2, Y: 2, Z: 2 Redundancy (Rho) X: 1 , Y: 1, Z: 1 Wind Data: Wind Speed (mph): 105 Mean Roof Height: 10 ft Ground Elevation: 0 ft Gust Factor: 0.85 Analysis Data: Analysis Method: FirstOrder Performance: Auto Force Tolerance: 0.1 Absolute Force Tolerance: 0.5 K Displacement Tolerance: 0.01 Load Stepping Points: 31 Factored Load Combinations Name I Code Effective Equation Design Deflection 1. 1.4D 1. D 2. 1.2D+1.6L+0.5Lr 3. 1.2D+1.6Lr+0.5W >>+Z 4. 1.2D+W+L+0.5Lr >>+Z 5. 0.9D+0.5W+Fa >>+Z 5. 0.9D+Di+Wi 5. 0.9D+W >>+Z 5. D+0.6W >>+Z 6. 1.2D+E+L+0.2S >>+Z 6. 1.2D+E+L+0.2S >>+Z:Q 6. 1.2D+E+L+0.2S >>-Z 6. 1.2D+E+L+0.2S >>-Z:S2 6. D+0.75(L+0.6W+Lr) >>+Z 7. 0.6D+0.6W >>+Z 7. 0.6D+0.7Di+0.7Wi 7. 0.9D+E >>+Z 7. 0.9D+E >>+Z:S2 7. 0.9D+E »-Z 7. 0.9D+E >>-Z:Q 8. D+0.7E >>+Z 8. D+0.7E >>+Z:S2 8. D+0.7E >>-Z ASCE 7-16 LRFD 1.4D Strength Other ASCE 7-16 ASD D Allowable Other ASCE 7-16 LRFD 1.2D Strength Other ASCE 7-16 LRFD 1.2D + 0.5W+Z Strength Other ASCE 7-16 LRFD 1.2D + W+Z Strength Other ASCE 7-16 LRFD 0.9D + 0.5W+Z Strength Other ASCE 7-16 LRFD 0.9D Strength Other ASCE 7-16 LRFD 0.9D + W+Z Strength Other ASCE 7-16 ASD D + 0.6W+Z Allowable Other ASCE 7-16 LRFD 1.4058D + E+Z Strength Other ASCE 7-16 LRFD 1.4058D + 2E+Z Strength Other ASCE 7-16 LRFD 1.4058D + E-Z Strength Other ASCE 7-16 LRFD 1.4058D + 2E-Z Strength Other ASCE 7-16 ASD D + 0.45W+Z Allowable Other ASCE 7-16 ASD 0.6D + 0.6W+Z Allowable Other ASCE 7-16 ASD 0.6D Allowable Other ASCE 7-16 LRFD 0.6942D + E+Z Strength Other ASCE 7-16 LRFD 0.6942D + 2E+Z Strength Other ASCE 7-16 LRFD 0.6942D + E-Z Strength Other ASCE 7-16 LRFD 0.6942D + 2E-Z Strength Other ASCE 7-16 ASD 1.14406D + 0.7E+Z Allowable Other ASCE 7-16 ASD 1.14406D + 1.4E+Z Allowable Other ASCE 7-16 ASD 1.14406D + 0.7E-Z Allowable Other VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 1 of 12 SWENSON SAY FAGET LSD K:\2023\...\Engineering\LSD comments\Nanawall partition support2.vap Wednesday, March 29, 2023 4:30 PM Factored Load Combinations (continued Name I Code I Effective Equation I Design I Deflection 8. D+0.7E >>-Z:Q ASCE 7-16 ASD 1.14406D + 1.4E-Z Allowable Other 9. D+0.75(0.7E+L+S) >>+Z ASCE 7-16 ASD 1.108045D + 0.525E+Z Allowable Other 9. D+0.75(0.7E+L+S) >>+Z:Q ASCE 7-16 ASD 1.108045D + 1.05E+Z Allowable Other 9. D+0.75(0.7E+L+S) >>-Z ASCE 7-16 ASD 1.108045D + 0.525E-Z Allowable Other 9. D+0.75(0.7E+L+S) >>-Z:S2 ASCE 7-16 ASD 1.108045D + 1.05E-Z Allowable Other 10. 0.6D+0.7E >>+Z ASCE 7-16 ASD 0.45594D + 0.7E+Z Allowable Other 10. 0.6D+0.7E >>+Z:Q ASCE 7-16 ASD 0.45594D + 1.4E+Z Allowable Other 10. 0.6D+0.7E >>-Z ASCE 7-16 ASD 0.45594D + 0.7E-Z Allowable Other 10. 0.6D+0.7E >>-Z:Q ASCE 7-16 ASD 0.45594D + 1.4E-Z Allowable Other Nam Node Node Shape Material End e I 1 I 2 I Connection BmXO N074 N002 HSS14X6X ASTM A500 Grade B Simple Connect O1 .500 (Fy = 46ksi) BmXO N077 N007 HSS14X6X ASTM A500 Grade B Simple Connect 02 .500 (Fy = 46ksi) BmXO N020 N021 HSS4X4X. ASTM A500 Grade C Simple Rigid 03 250 (Fy = 50ksi) BmXO N025 N026 HSS4X4X. ASTM A500 Grade C Simple Rigid 04 250 (Fy = 50ksi) BmZO N001 N013 HSS4X4X. ASTM A500 Grade C Simple Connect O1 250 (Fy = 50ksi) BmZO N012 N018 HSS4X4X. ASTM A500 Grade C Simple Connect 02 250 (Fy = 50ksi) BmZO N069 N070 HSS4X4X. ASTM A500 Grade B Simple Rigid 05 250 (Fy = 46ksi) BmZO N019 N071 HSS4X4X. ASTM A500 Grade B Simple Rigid 06 250 (Fy = 46ksi) BmZO N072 N073 HSS4X4X. ASTM A500 Grade B Simple Connect 07 250 (Fy = 46ksi) BmZO N075 N076 HSS4X4X. ASTM A500 Grade B Simple Connect 08 250 (Fy = 46ksi) BmZO N084 N085 HSS4X4X. ASTM A500 Grade B Simple Rigid 09 250 (Fy = 46ksi) BmZO N029 N086 HSS4X4X. ASTM A500 Grade B Simple Rigid 10 250 (Fy = 46ksi) BmZO N087 N088 HSS4X4X. ASTM A500 Grade B Simple Connect 11 250 (Fy = 46ksi) BmZO N089 N090 HSS4X4X. ASTM A500 Grade B Simple Connect 12 250 (Fy = 46ksi) COLO N003 N005 HSS6X6X. ASTM A500 Grade C Rigid Connect O1 250 (Fy = 50ksi) COLO N004 N006 HSS6X6X. ASTM A500 Grade C Rigid Connect 02 250 (Fy = 50ksi) COLO N008 N009 HSS6X6X. ASTM A500 Grade C Rigid Connect 03 250 (Fy = 50ksi) COLO NO10 NO11 HSS6X6X. ASTM A500 Grade C Rigid Connect 04 250 (Fy = 50ksi) COLO N014 N015 HSS4X4X. ASTM A500 Grade C Rigid Connect 05 250 (Fy = 50ksi) COLO N016 N017 HSS4X4X. ASTM A500 Grade C Rigid Connect 06 250 (Fy = 50ksi) Crossing Beta, B Length Weight Offset y Offset z Framin Action Connection? deg ft K in in g Yes 0.000000 27.000000 1.58267 0.000000 0.000000 Beam Normal Yes 0.000000 27.000000 1.58265 0.000000 0.000000 Beam Normal Yes 0.000000 6.833334 0.07848 0.000000 0.000000 Beam Normal Yes 0.000000 6.833334 0.07848 0.000000 0.000000 Beam Normal Yes 0.000000 3.187500 0.036600 0.000000 0.000000 Beam Normal Yes 0.000000 3.187500 0.036600 0.000000 0.000000 Beam Normal Yes 0.000000 2.589794 0.02974 0.000000 0.000000 Beam Normal Yes 0.000000 2.589794 0'02974 0.000000 0.000000 Beam Normal Yes 0.000000 0.750000 0.008611 0.000000 0.000000 Beam Normal Yes 0.000000 0.750000 0.00861 0.000000 0.000000 Beam Normal Yes 0.000000 2.589794 0'02974 0.000000 0.000000 Beam Normal Yes 0.000000 2.589794 0.02974 0.000000 0.000000 Beam Normal Yes 0.000000 0.750000 0.008611 0.000000 0.000000 Beam Normal Yes 0.000000 0.750000 0.008611 0.000000 0.000000 Beam Normal Yes 0.000000 15.000000 0.267866 0.000000 0.000000 Column Normal Yes 0.000000 15.000000 0.267866 0.000000 0.000000 Column Normal Yes 0.000000 15.000000 0.267866 0.000000 0.000000 Column Normal Yes 0.000000 15.000000 0.267866 0.000000 0.000000 Column Normal Yes 0.000000 15.000000 0.172277 0.000000 0.000000 Column Normal Yes 0.000000 15.000000 0.17227 0.000000 0.000000 Column Normal VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 2 of 12 SWENSON SAY FAGET LSD K:\2023\...\Engineering\LSD comments\Nanawall partition support2.vap Wednesday, March 29, 2023 4:30 PM Nam Node Node Shape Material End Crossing Beta, B Length Weight Offset y Offset z Framin Action e 1 2 I I I Connection Connection? deg I ft K I I in in I g COLD HSS4X4X. N023 N022 ASTM A500 Grade C Rigid Connect Yes 0.000000 15.00000 0.17227 0.000000 0.000000 Column Normal 07 250 (Fy = 50ksi) 0 4 0.500 C0O80 0.00022 N019 N024 Nominal ASTM A36 Simple Connect Yes 0.000000 0.500000 0.000000 0.000000 Column Normal Rod COLD HSS4X4X. N027 N028 ASTM A500 Grade C Rigid Connect Yes 0.000000 15.00000 0.17227 0.000000 0.000000 Column Normal 09 250 (Fy = 50ksi) 0 4 0.500 CO0L0 0.00022 N029 N030 Nominal ASTM A36 Simple Connect Yes 0.000000 0.500000 0.000000 0.000000 Column Normal Rod V001 N063 N064 L4X4X1/4 ASTM A36 RY1 Yes 0.000000 7.521324 0.04947 0.000000 0.000000 Bracing Normal V002 N066 N065 L4X4X1/4 ASTM A36 RY1 Yes 0.000000 7.521324 0.04947 0.000000 0.000000 Bracing Normal V003 N068 N067 L4X4X1/4 ASTM A36 RY1 Yes 0.000000 7.521324 0.04947 0.000000 0.000000 Bracing Normal V004 N078 N079 L4X4X1/4 ASTM A36 RY1 Yes 0.000000 7.521324 0.04947 0.000000 0.000000 Bracing Normal V005 N080 N081 L4X4X1/4 ASTM A36 RY1 Yes 0.000000 7.521324 0.04947 0.000000 0.000000 Bracing Normal V006 N082 N083 L4X4X1/4 ASTM A36 RYI Yes 0.000000 7.521324 0.04947 0.000000 0.000000 Bracing Normal Section Properties Section Source Area Iz Iy J Alpha,a inA2 inA4 inA4 inA4 deg 0.500 Nominal Rod Database Shape 0.141929 0.001603 0.001603 0.003206 0.000000 HSS4X4X.250 Database Shape 3.370000 7.800000 7.800000 12.800000 0.000000 HSS6X6X.250 Database Shape 5.240000 28.600000 28.600000 45.600000 0.000000 HSS14X6X.500 Database Shape 17.200000 402.000000 105.000000 279.000000 0.000000 L4X4X1/4 Database Shape 1.930000 4.810000 1.190000 0.043800 45.000000 Member Displacements Member Dy Min Dy Max Dz Min Dz Max in in in in BmX001 -0.398465 (15) 0.000000 (2) -0.614000 (19) 0.636442 (13) COL003 -0.000001 (17) 0.000002 (15) -0.038144 (19) 0.040508 (13) V001 -0.711892 (15) 0.300920 (17) -0.000020 (13) 0.000019 (19) V006 -0.114699 (13) 0.003754 (3) -0.000002 (15) 0.000001 (17) Member Stresses Member fa Min fa Max fby Min fby Max fbz Min fbz Max fc comb Min fc comb Max Ksi Ksi Ksi K I Ksi Ksi I Ksi Ksi BmX002 -0.000001 0.000001-0.118429 (13) 0.118429 (13)-3.923856 (14) 3.923856 (14) -4.004801 (15) 4.004802 (15) (17) (15) BmX003-0.341570 (13) 0.329113 (19) -11.906590 11.906590-5.935234 (15) 5.935234 (15)-18.183394 (13) 17.665448 (13) (13) (13) BmZ002-0.024140 (19) 0.025202 (13)-0.000218 (15) 0.000218 (15)-3.874047 (15) 3.874047 (15) -3.897897 (15) 3.899289 (13) BmZ012-0.045312 (19) 0.062677 (13) 0.000000 (13) 0.000000 (13)-0.009576 (15) 0.009576 (15) -0.050041 (19) 0.072253 (13) VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 3 of 12 SWENSON SAY FAGET LSD K:\2023\...\Engineering\LSD comments\Nanawall partition support2.vap Wednesday, March 29, 2023 4:30 PM Member) fa Min fa Max fby Min fby Max fbz Min fbz Max Ksi I Ksi Ksi I Ksi I Ksi Ksi COL001 -1.243461 (15) 0.000000 (27) -4.412671 (13) 4.412671 (13) -0.000989 (13) 0.000989 (13) COL004 -0.604036 (14) 0.000236 (4) -0.329734 (13) 0.329734 (13)-0.000057 (15) 0.000057 (15) COL010 0.000000 (2) 14.654773 (15) 0.000000 (13) 0.000000 (13) 0.000000 (13) 0.000000 (13) V001 -0.189253 (15) 0.151012 (17) 0.000000 (17) 0.000000 (17) -17.796221 (13) 17.796221 (13) Steel -Beam X_G 1: Results Axial Deflections Manual Kz: False Strong (dy): None Kz Sidesway?: False Weak (dz): None Manual Ky: False Ky Sidesway?: False Overrides Override Fy?: False Override Cb?: False Override HSS t des?: False Advanced Torsion: False Steel Material: ASTM A500 Grade B (Fy = 46ksi) Specification: AISC 360-16 LRFD Composite Beam?: False Bracing Seismic Compactness: Not Ductile Lateral Top (+y): Unbraced Check Constrained Axis FTB?: False Lateral Bottom (-y): Unbraced Overstrength?: False Strong (z): Unbraced Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State m X G 1: Torsion Shear Check Section Offset Result Case ft BmX001 HSS14X6X.500 0.000000 6. 1.2D+E+L+0.2S >>+Z Member n X G 1: Combined Check Section Offset ft fc comb Min fc comb Max I Ksi Ksi -5.611432 (13) 3.596822 (17) -0.888353 (13) 0.140894(15) 0.000000 (2) 14.654773 (13) -17.675787 (13) 17.916655 (13) Size Constraints Limit Depth?: False Limit Width?: False Torsional Bracing Lateral Top (+y): True Lateral Bottom (-y): True Strong (z): True Demand Capacity Tau Code Unity Check Details Tau Ksi Reference Ksi 0.345702 24.840000 HTr =-1.995962 K-ft,3 1 0.013917 Venant Shear = 0.3457025 Ksi Result Case Demand I Capacity Code I Unity Check I Details Reference KLz = 27 ft, KLy = 27 ft, KL(torsion) = 27 ft, Lb = 27 ft, Axial Unity = 0.0000001, BmX001 HSS14X6X.500 14.175000 6. 1.2D+E+L+0.2S >>+Z 0.164476 1.000000 H1-1b 0.164476 Mz Unity = 0.1247669, My Unity = 0.0397087, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1.140051 VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 4 of 12 SWENSON SAY FAGET LSD K:\2023\...\Engineering\LSD comments\Nanawall partition support2.vap Wednesday, March 29, 2023 4:30 PM Steel Beam X G 1: Axial Check Member Section Offset Result Case Demand Fx Capacity Fx Code ft K K I Reference BmX001 HSS14X6X.500 20.475000 7. 0.9D+E »-Z 0.000075 225.963933 E3-3 Unity Check I Details KLz = 27 ft, KLy = 27 ft, KL(torsion) = 27 ft, 0.000000 Fcr = 14.59715 Ksi, Fe (E3-4) = 16.64442 Ksi, Kz = 1, Ky = 1, K(torsion) = 1 Steel Beam X G 1: Strong Flexure Check Member Section Offset Result Case Demand Mz Capacity Mz Code Unity Check Details ft I K-ft I K-ft Reference BmX001 HSS14X6X.500 13.500000 6. 1.2D+E+L+0.2S »+Z 31.745548 253.920000 F7-1 0.125022 Lb = 27 ft, Cb = 1.140051 ,teel Beam X G 1: Weak Flexure Check Member Section Offset Result Case ft BmX001 HSS14X6X.500 15.300000 6. 1.2D+E+L+0.2S »+Z Steel Beam X G 1: Strong Shear Check Member Section Offset Result Case ft BmX001 HSS14X6X.500 0.000000 6. 1.2D+E+L+0.2S »-Z Steel Column G 1: Results Deflections Strong (dy): None Weak (dz): None Overrides Override Fy?: False Override Cb?: False Override HSS t_des?: False Advanced Torsion: False Steel Material: ASTM A36 Specification: AISC 360-16 LRFD Composite Beam?: False Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False Overstrength?: False Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State Demand My Capacity My Code Unity Check I Detai K-ft K-ft Reference Is -5.583629 139.380000 F7-1 0.040060 Demand VyI Capacity Vy I Code I Unity Check I Details K K Reference 4.868776 291.190626 G4-1 0.016720 Shear Area = 11.72265 inA2, Cv = 1 Axial Manual Kz: False Size Constraints Kz Sidesway?: False Limit Depth?: False Manual Ky: False Limit Width?: False Ky Sidesway?: False Bracing Torsional Bracing Lateral Top (+y): Unbraced Lateral Top (+y): True Lateral Bottom (-y): Unbraced Lateral Bottom (-y): True Strong (z): Unbraced Strong (z): True steel Column—G 1: Axial Check Member Section Offset Result Case ft COL010 0.500 Nominal Rod 0.500000 6. 1.2D+E+L+0.2S »+Z Demand Fx I Capacity Fx Code K K Reference 1.916602 4.598510 D2-1 Unity Check Detai Is 0.416788 VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 5 of 12 SWENSON SAY FAGET LSD K:\2023\...\Engineering\LSD comments\Nanawall partition support2.vap Wednesday, March 29, 2023 4:30 PM Steel -Beam X_G 2: Results Axial Deflections Manual Kz: False Size Constraints Strong (dy): None Kz Sidesway?: False Limit Depth?: False Weak (dz): None Manual Ky: False Limit Width?: False Ky Sidesway?: False Overrides Override Fy?: False Override Cb?: False Override HSS t_des?: False Advanced Torsion: False Steel Material: ASTM A500 Grade C (Fy = 50ksi) Specification: AISC 360-16 LRFD Composite Beam?: False Bracing Torsional Bracing Seismic Compactness: Not Ductile Lateral Top (+y): Unbraced Lateral Top (+y): True Check Constrained Axis FTB?: False Lateral Bottom (-y): Unbraced Lateral Bottom (-y): True Overstrength?: False Strong (z): Unbraced Strong (z): True Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State Steel Beam X G 2: Combined Check Member Section Offset Result Case ft Demand Capacity I Code I Unity Check Reference BmX003 HSS4X4X.250 4.666667 6. 1.2D+E+L+0.2S »+Z 0.214654 1.000000 H1-1b 0.214654 Details KLz = 6.833334 ft, KLy = 6.833334 ft, KL(torsion) = 6.833334 ft, Lb = 6.833334 ft, Axial Unity = 0.004808, Mz Unity = 0.0996946, My Unity = 0.1125553, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1.445125 Member Section Offset Result Case Demand Fx Capacity Fx Code Unity Check Details ft K K Reference KLz = 6.833334 ft, KLy = 6.833334 ft, KL(torsion) = 6.833334 ft, BmX003 HSS4X4X.250 1.847222 6. 1.2D+E+L+0.2S »+Z 0.589597 122.628725 E3-2 0.004808 Fcr = 40.4315 Ksi, Fe (E3-4) = 98.52233 Ksi, Kz = 1, Ky = 1, K(torsion) = 1 Steel Beam X G 2: Strono Flexure Check Member Section Offset Result Case Demand Mz Capacity Mz Code Unity Check Details ft K-ft K-ft Reference BmX003 HSS4X4X.250 4.666667 6. 1.2D+E+L+0.2S »+Z-1.753379 17.587500 F7-1 0.099695 Lb = 6.833334 ft, Cb = 1.445125 Member Section I Offset I Result Case ft BmX003 HSS4X4X.250 4.666667 6. 1.2D+E+L+0.2S »+Z Demand My I Capacity My Code Reference Unity Check Det K-ft K-ft s 1.979567 17.587500 F7-1 0.112555 VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 6 of 12 SWENSON SAY FAGET LSD K:\2023\...\Engineering\LSD comments\Nanawall partition support2.vap Wednesday, March 29, 2023 4:30 PM Steel Beam X G 2: Weak Shear Check Member Section Offset Result Case ft BmX003 HSS4X4X.250 6.687500 6. 1.2D+E+L+0.2S »+Z Steel Beam X G 2: Strong Shear Check Demand Vz Capacity Vz Code K K Reference -1.051390 41.533182 G4-1 Unity Check Details 0.025314 Shear Area = 1.538266 inA2, Cv = 1 Member Section Offset Result Case Demand Vy Capacity Vy Code Unity Check Details ft K K Reference BmX004 HSS4X4X.250 4.666667 6. 1.2D+E+L+0.2S »-Z -0.796904 41.533182 G4-1 0.019187 Shear Area = 1.538266 inA2, Cv = 1 Steel -Beam Z_G 1: Results Axial Deflections Manual Kz: False Size Constraints Strong (dy): None Kz Sidesway?: False Limit Depth?: False Weak (dz): None Manual Ky: False Limit Width?: False Ky Sidesway?: False Overrides Override Fy?: False Override Cb?: False Override HSS t des?: False Advanced Torsion: False Steel Material: ASTM A500 Grade C (Fy = 50ksi) Specification: AISC 360-16 LRFD Composite Beam?: False Bracing Torsional Bracing Seismic Compactness: Not Ductile Lateral Top (+y): Unbraced Lateral Top (+y): True Check Constrained Axis FTB?: False Lateral Bottom (-y): Unbraced Lateral Bottom (-y): True Overstrength?: False Strong (z): Unbraced Strong (z): True Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State Steel Beam Z G 1: Combined Check Member Section Offset Result Case Demand Capacity Code ft I I Reference BmZ002 HSS4X4X.250 0.750000 6. 1.2D+E+L+0.2S »+Z 0.066406 1.000000 H1-1b Unity Check Details KLz = 3.1875 ft, KLy = 3.1875 ft, KL(torsion) = 3.1875 ft, Lb = 3.1875 ft, 0.066406 Axial Unity = 0.0002879, Mz Unity = 0.0662621, My Unity = 0.0000002, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1.338719 Member I Section I Offset I Result Case I Demand Fx Capacity Fx Code Unity Check I Det ft K K Reference s BmZ001 HSS4X4X.250 0.000000 6. 1.2D+E+L+0.2S »+Z 0.083375 151.650000 D2-1 0.000550 Steel Beam Z G 1: Strong Flexure Check Member Section Offset Result Case ft BmZ002 HSS4X4X.250 0.750000 6. 1.2D+E+L+0.2S »+Z Demand Mz Capacity Mz Code I Unity Check I Details K-ft K-ft Reference 1.165385 17.587500 F7-1 0.066262 Lb = 3.1875 ft, Cb = 1.338719 VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 7 of 12 SWENSON SAY FAGET LSD K:\2023\...\Engineering\LSD comments\Nanawall partition support2.vap Wednesday, March 29, 2023 4:30 PM ,teel Beam Z G 1: Weak Flexure Check Member Section Offset Result Case Demand My Capacity My Code Unity Check Det ft I I K-ft I K-ft Reference s BmZ001 HSS4X4X.250 0.831250 6. 1.2D+E+L+0.2S >>+Z-0.000439 17.587500 F7-1 0.000025 Steel Beam Z G 1: Strong Shear Check Member Section Offset Result Case ft BmZ002 HSS4X4X.250 0.000000 6. 1.2D+E+L+0.2S >>-Z Steel Column G 2: Results Deflections Strong (dy): None Weak (dz): None Overrides Override Fy?: False Override Cb?: False Override HSS t_des?: False Advanced Torsion: False Steel Material: ASTM A500 Grade C (Fy = 50ksi) Specification: AISC 360-16 LRFD Composite Beam?: False Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False Overstrength?: False Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State Steel Column G 2: Combined Check Member Section Offset Result Case ft Demand Vy Capacity Vy Code I Unity Check I Details K K Reference 1.580988 41.533182 G4-1 0.038066 Shear Area = 1.538266 inA2, Cv = 1 Axial Manual Kz: False Size Constraints Kz Sidesway?: False Limit Depth?: False Manual Ky: False Limit Width?: False Ky Sidesway?: False Bracing Torsional Bracing Lateral Top (+y): Unbraced Lateral Top (+y): True Lateral Bottom (-y): Unbraced Lateral Bottom (-y): True Strong (z): Unbraced Strong (z): True Demand Capacity Code Reference COL002 HSS6X6X.250 9.437500 6. 1.2D+E+L+0.2S >>+Z 0.117239 1.000000 H1-1b Unity Check Details KLz = 15 ft, KLy = 15 ft, KL(torsion) = 15 ft, Lb = 15 ft, Axial Unity = 0.0318363, 0.117239 Mz Unity = 0.0000067, My Unity = 0.1013143, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1.405547 Member) Section Offset I Result Case Demand Fx Capacity Fx I Code Unity Check I Details ft K K Reference KLz=15ft, KLy=15ft, KL(torsion) = 15 ft, COL001 HSS6X6X.250 0.000000 6. 1.2D+E+L+0.2S >>+Z 5.953964 152.771526 E3-2 0.038973 Fcr = 32.3943 Ksi, Fe (E3-4) = 48.21559 Ksi, Kz = 1, Ky = 1, K(torsion) = 1 VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 8 of 12 SWENSON SAY FAGET LSD K:\2023\...\Engineering\LSD comments\Nanawall partition support2.vap Wednesday, March 29, 2023 4:30 PM Steel Column G 2: Strong Flexure Check Member Section Offset Result Case Demand Mz Capacity Mz Code Unity Check Details ft I K-ft K-ft Reference COL007 HSS4X4X.250 9.437500 6. 1.2D+E+L+0.2S »+Z-0.976215 17.587500 F7-1 0.055506 Lb = 15 ft, Cb = 1.405547 steel Column-G 2: Weak Flexure Check Member Section Offset Result Case ft COL002 HSS6X6X.250 9.437500 6. 1.2D+E+L+0.2S »+Z Steel Column G 2: Weak Shear Check Member Section Offset Result Case ft COL002 HSS6X6X.250 15.000000 6. 1.2D+E+L+0.2S »-Z Steel -Column-G 2: Strong Shear Check Member Section Offset Result Case ft COL007 HSS4X4X.250 15.000000 6. 1.2D+E+L+0.2S »+Z Steel V Brace-G 1: Results Deflections Strong (dy): None Weak (dz): None Overrides Override Fy?: False Override Cb?: False Override HSS t des?: False Advanced Torsion: False Steel Material: ASTM A36 Specification: AISC 360-16 LRFD Composite Beam?: False Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False Overstrength?: False Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State heel V Brace G 1: Combined Check Memb Section Offset Result Case er I I ft Demand My I Capacity My Code Unity Check I Det K-ft K-ft Reference s -4.255202 42.000000 F7-1 0.101314 Demand Vz Capacity Vz Code Unity Check Details P Y tY K K I Reference -0.520807 66.697182 G4-1 0.007809 Shear Area = 2.470266 inA2, Cv = 1 Demand Vy Capacity Vy Code Unity Check Details K K Reference 0.175499 41.533182 G4-1 0.004226 Shear Area = 1.538266 inA2, Cv = 1 Axial Manual Kz: False Size Constraints Kz Sidesway?: False Limit Depth?: False Manual Ky: False Limit Width?: False Ky Sidesway?: False Bracing Torsional Bracing Lateral Top (+y): Unbraced Lateral Top (+y): True Lateral Bottom (-y): Unbraced Lateral Bottom (-y): True Strong (z): Unbraced Strong (z): True Demand I Capacity I Code Reference I Unity Check Details V001 L4X4X1/4 0.000000 6. 1.2D+E+L+0.2S »+Z 0.220112 1.000000 H2-1 principal KLz = 7.521324 ft, KLy = 7.521324 ft, KL(torsion) = 7.521324 ft, Lb = 7.521324 ft, 0.220112 Axial Unity = 0.0013275, Mz Unity = 0.2187847, My Unity = 0, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1.733855 VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 9 of 12 SWENSON SAY FAGET LSD K:\2023\...\Engineering\LSD comments\Nanawall partition support2.vap Wednesday, March 29, 2023 4:30 PM heel V Brace G 1: Axial Check Memb Section Offset Result Case Demand Fx Capacity Fx Code er ft K K Reference V001 L4X4X1/4 0.000000 6. 1.2D+E+L+0.2S >>-Z 0.215835 31.191687 E3-2 heel V Brace G 1: Strong Flexure Check Memb Section Offset Result Case er ft V001 L4X4X1/4 0.000000 6. 1.2D+E+L+0.2S >>+Z Steel V Brace G 1: She Angle Y Check Memb Section Offset Result Case er ft V001 L4X4X1/4 0.000000 6. 1.2D+E+L+0.2S >>+Z Steel Beam Z G 2: Results Deflections Strong (dy): None Weak (dz): None Overrides Override Fy?: False Override Cb?: False Override HSS t_des?: False Advanced Torsion: False Steel Material: ASTM A500 Grade B (Fy = 46ksi) Specification: AISC 360-16 LRFD Composite Beam?: False Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False Overstrength?: False Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State Steel Beam Z G 2: Combined Check Member I Section I Offset Result Case ft Unity Check I Details KLz = 7.521324 ft, KLy = 7.521324 ft, KL(torsion) = 7.521324 ft, 0.006920 Fcr = 17.95722 Ksi, Fe (E3-4) = 21.66388 Ksi, Kz = 1, Ky = 1, K(torsion) = 1 Demand Mz Capacity Mz Code Unity Check I Details K-ft K-ft Reference Lb = 7.521324 ft, -1.287141 5.883140 F10-2 0.218785 Mcr (F10-4) = 17.11895 K-ft, Cb = 1.733855 Demand V geo Capacity V geo Y Code Unity Check Details Y K Reference K -0.137559 19.440000 G3-1 0.007076 Shear Area = 1 inA2, Cv = 1 Axial Manual Kz: False Size Constraints Kz Sidesway?: False Limit Depth?: False Manual Ky: False Limit Width?: False Ky Sidesway?: False Bracing Torsional Bracing Lateral Top (+y): Unbraced Lateral Top (+y): True Lateral Bottom (-y): Unbraced Lateral Bottom (-y): True Strong (z): Unbraced Strong (z): True Demand Capacity I Code I Unity Check Reference BmZ009 HSS4X4X.250 1.294897 6. 1.2D+E+L+0.2S »-Z 0.083011 1.000000 HI -lb 0.083011 Details KLz = 2.589794 ft, KLy = 2.589794 ft, KL(torsion) = 2.589794 ft, Lb = 2.589794 ft, Axial Unity = 0.004065, Mz Unity = 0.0735429, My Unity = 0.0074356, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1.309353 VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 10 of 12 SWENSON SAY FAGET LSD K:\2023\...\Engineering\LSD comments\Nanawall partition support2.vap Wednesday, March 29, 2023 4:30 PM Steel Beam Z G 2: Axial Check Member Section Offset Result Case Demand Fx Capacity Fx Code Unity Check Details I ft I K K Reference I BmZ006 HSS4X4X.250 0.000000 6. 1.2D+E+L+0.2S >>+Z 1.745067 139.518000 D2-1 0.012508 Steel Beam Z G 2: Strong Flexure Check Member Section Offset Result Case Demand Mz Capacity Mz Code Unity Check Details ft I K-ft K-ft Reference BmZ010 HSS4X4X.250 1.294897 6. 1.2D+E+L+0.2S >>+Z 1.189960 16.180500 F7-1 0.073543 Lb = 2.589794 ft, Cb = 1.309353 Steel Beam Z G 2: Strong Shear Check Member Section Offset Result Case Demand Vy Capacity Vy Code Unity Check Details ft I K K Reference BmZ009 HSS4X4X.250 0.000000 6. 1.2D+E+L+0.2S >>-Z 0.947619 38.210527 G4-1 0.024800 Shear Area = 1.538266 inA2, Cv = 1 BmZ010 HSS4X4X.250 2.589794 6. 1.2D+E+L+0.2S >>+Z -0.947619 38.210527 G4-1 0.024800 Shear Area = 1.538266 inA2, Cv = 1 Steel Beam Z G 2: Torsion Shear Check Member Section Offset Result Case Demand Capacity Tau Code Unity Check Details ft Tau Ksi Reference Ksi BmZ007 HSS4X4X.250 0.000000 6. 1.2D+E+L+0.2S >>+Z 1.954745 24.840000 H3-1 0.078693 Tr =-1.069215 K-ft, Venant Shear = 1.954745 Ksi teel Beam Z G 2: Weak Flexure Cl Member Section Offset ft BmZ010 HSS4X4X.250 1.294897 Member Unitv Checks Result Case I Demand My I Capacity My (Code Reference Unity Check (Detail K-ft K-ft s 7. 0.9D+E >>+Z 0.120313 16.180500 F7-1 0.007436 Member I Section I Unity Check I Status I Result Case I Code Reference I Type I Design Group BmX001 HSS14X6X.500 0.164476 Pass 6. 1.2D+E+L+0.2S >>+Z H1-1b Combined Check Steel Beam X G 1 BmX002 HSS14X6X.500 0.075616 Pass 6. 1.2D+E+L+0.2S >>-Z H1-1b Combined Check Steel Beam X G 1 BmX003 HSS4X4X.250 0.214654 Pass 6. 1.2D+E+L+0.2S >>+Z H1-1b Combined Check Steel Beam X G 2 BmX004 HSS4X4X.250 0.086434 Pass 6. 1.2D+E+L+0.2S >>-Z H1-1b Combined Check Steel Beam X G 2 BmZ001 HSS4X4X.250 0.029344 Pass 6. 1.2D+E+L+0.2S >>+Z H1-1b Combined Check Steel Beam Z G 1 BmZ002 HSS4X4X.250 0.066406 Pass 6. 1.2D+E+L+0.2S >>+Z H1-1b Combined Check Steel Beam Z G 1 BmZ005 HSS4X4X.250 0.006778 Pass 6. 1.2D+E+L+0.2S >>+Z E3-2 Axial Check Steel Beam Z G 2 BmZ006 HSS4X4X.250 0.012508 Pass 6. 1.2D+E+L+0.2S >>+Z D2-1 Axial Check Steel Beam Z G 2 Torsion Shear BmZ007 HSS4X4X.250 0.078693 Pass 6. 1.2D+E+L+0.2S >>+Z 1-13-1 Check Steel Beam Z_G 2 BmZ008 HSS4X4X.250 0.035719 Pass 6. 1.2D+E+L+0.2S »+Z 1-13-1 Torsion Shear Steel Beam Z_G 2 Check BmZ009 HSS4X4X.250 0.083011 Pass 6. 1.2D+E+L+0.2S »-Z H1-1b Combined Check Steel Beam Z G 2 BmZ010 HSS4X4X.250 0.082375 Pass 6. 1.2D+E+L+0.2S »+Z H1-1b Combined Check Steel Beam Z G 2 BmZ011 HSS4X4X.250 0.058693 Pass 6. 1.2D+E+L+0.2S >>+Z 1-13-1 Torsion Shear Steel Beam Z_G 2 Check VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 11 of 12 SWENSON SAY FAGET LSD K:\2023\...\Engineering\LSD comments\Nanawall partition support2.vap Wednesday, March 29, 2023 4:30 PM Member Unitv Checks (continued Member I Section I Unity Check I Status I Result Case I Code Reference I Type I Design Group Torsion Shear BmZ012 HSS4X4X.250 0.027083 Pass 6. 1.2D+E+L+0.2S >>+Z 1-13-1 Check Steel Beam Z_G 2 COL001 HSS6X6X.250 0.062619 Pass 6. 1.2D+E+L+0.2S »+Z H1-1b Combined Check Steel Column G 2 COL002 HSS6X6X.250 0.117239 Pass 6. 1.2D+E+L+0.2S »+Z H1-1b Combined Check Steel Column G 2 COL003 HSS6X6X.250 0.031826 Pass 6. 1.2D+E+L+0.2S »+Z E3-2 Axial Check Steel Column G 2 COL004 HSS6X6X.250 0.020718 Pass 6. 1.2D+E+L+0.2S »+Z E3-2 Axial Check Steel Column G 2 COL005 HSS4X4X.250 0.019419 Pass 6. 1.2D+E+L+0.2S »+Z H1-1b Combined Check Steel Column G 2 COL006 HSS4X4X.250 0.014866 Pass 6. 1.2D+E+L+0.2S »+Z E3-3 Axial Check Steel Column G 2 COL007 HSS4X4X.250 0.079058 Pass 6. 1.2D+E+L+0.2S »+Z H1-1b Combined Check Steel Column G 2 COL008 0.500Rod Noominal 0.168709 Pass 6. 1.2D+E+L+0.2S »+Z D2-1 Axial Check Steel 1 _Column _G COL009 HSS4X4X.250 0.037269 Pass 6. 1.2D+E+L+0.2S »+Z H1-1b Combined Check Steel Column G 2 COL010 0.500Rod Noominal 0.416788 Pass 6. 1.2D+E+L+0.2S >>+Z D2-1 Axial Check Steel 1 _Column _G V001 L4X4X1/4 0.220112 Pass 6. 1.2D+E+L+0.2S >>+Z H2-1 principal Combined Check Steel_V Brace_G 1 V002 L4X4X1/4 0.144786 Pass 6. 1.2D+E+L+0.2S >>+Z H2-1 principal Combined Check Steel_V Brace_G 1 V003 L4X4X1/4 0.186201 Pass 6. 1.2D+E+L+0.2S >>+Z H2-1 principal Combined Check Steel_V Brace_G 1 V004 L4X4X1/4 0.018996 Pass 6. 1.2D+E+L+0.2S >>+Z H2-1 principal Combined Check Steel_V Brace_G 1 V005 L4X4X1/4 0.019932 Pass 6. 1.2D+E+L+0.2S >>+Z H2-1 principal Combined Check Steel_V Brace_G 1 V006 L4X4X1/4 0.015412 Pass 6. 1.2D+E+L+0.2S >>+Z H2-1 principal Combined Check Steel_V Brace_G 1 VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 12 of 12 • NANAWAu- sUPPoF-T- cwms-cTlol36 Ham✓ IMAM To cou)MN Ru= 4,S7k (DOWMWAI`D) Vt, = 0.97k (oUr- of -PtlME) . DovF- +TRAGr` WT. � • Ma CDU5 To lrACK e) _ <0.41 Cios (,f I #' M T/G= IGa.I 1.25= 1301V (PEP FT.) F017- amo @ 1 O "oc --> 10g # (A�D) M W MAMA- IN K OF TKACK - `13 rn i k, =4 IS C-,AUGE H� mL i3A,5s comO • Fy = 4. 79 k (DowmWARD- Ac D) • f- = o. V ik 6e61I15M - 6XelST H W106) TRAcK �,( N'' Vu 3%z°CnA�c� SUAING � 0Dom) --> sfz FOLL.cw1w, roHEET� Fm NI t,TI ANC-HoR. PF-oPIS cFIEcK f, POINT LoAD pN e-,A5 ON GP_ADS {ice COL TDP CaUN GAP -4 LL MoM FLAEA AI✓oYE. SPRN = 3'F� NOVIDE 1/4 GAP (MI►J) • Fz = 0.7gak ('5191 I&IR) 0 STRUCTURAL ENGINEERING 0 PROJECT DATE PROD. DESIGN SHEET Lu J Lu Q Q 0 F •W LL } Q in Z 0 N Z W 3 Point Load on Slab on Grade GEOMETRY & CRITERIA modulus of subgrade reaction ks = concrete compressive strength f c = tensile strength of concrete ft = modulud of elasticity of concrete Ec = Poisson's Ratio �1 = base plate width. or diameter = 1f 2 width of baseplate dimension R1= factor or safety F.S. _ load reduction factor P _ 54 pci 25W psi 375.0 psi 285000D psi 0.1.5 13 inches 6.5 inches 3 1 MAXIMUM LEAD: Given Slab Thickness slab thickness d = 4 i allowable load Pa = 16.3 I nominal load Pn = 48.9 1 radius of relative curvature b = 23.5 i load influence area 1.5*b = 35.4 i MINIMUM THICKNESS: Given Load aIlovgable load slab thickness radius of relative curvature load influence area Pa = 4.781 d = 2.17 i b = 14.9 i 1.5*b = 22.4 i Refer to Structure Magazine Article April 2009 (conservative) Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Mar 19, 2023 Date: 3/19/2023 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor platen Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Kwik Bolt TZ2 - CS 1/2 (2) hnom2 2210255 KB-TZ2 1 /2x4 1 /2 hef,act = 2.000 in., hn= = 2.500 in. Carbon Steel ESR-4266 12/17/2021 1 12/1/2023 Design Method ACI 318-14 / Mech eb = 0.000 in. (no stand-off); t = 1.500 in. IX x ly x t = 12.000 in. x 12.000 in. x 1.500 in.; (Recommended plate thickness: not calculated) Square HSS (AISC), HSS6X6X.250; (L x W x T) = 6.000 in. x 6.000 in. x 0.250 in. cracked concrete, 2500, f� = 2,500 psi; h = 4.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.Ib] 4 4 P Y 610 .Ik X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Mar 19, 2023 Date: 3/19/2023 Fastening point: 1.1 Design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] Combination 1 N = 0; Vx = 934; Vy = 0; Mx = 0; My = 0; MZ = 0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan yes 12 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Concrete - Mar 19, 2023 Fastening point: Page: Specifier: E-Mail: Date: 3 3/19/2023 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity PN / Pv N Status Tension - - / N/A Shear Pryout Strength 934 8,316 - / 12 OK Loading PN Pv Utilization PN,V N Status Combined tension and shear loads N/A 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Mar 19, 2023 Date: 3/19/2023 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with 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 Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the 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 calculation checked and cleared by an expert, particularly 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 guarantee as to the absence of errors, 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 Hilti on a regular basis. If you do not use the AutoUpdate 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 Hilti Website. Hilti 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. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Masonry - Mar 19, 2023 Date: 3/29/2023 Fastening point: Specifier's comments: 1 Input data : Anchor type and diameter: HY 270 + HIT -IC A307 1/2, HIT -SC 22x50 r Item number: 47943 HIT -IC 1/2x3 3/16 (element) / 2194247 HIT-HY 270 (adhesive) / 273662 HIT -SC 22x50 (sieve sleeve) Effective embedment depth: hef = 2.000 in. Material: ASTM A 307 Evaluation Service Report: ESR-4143 Issued I Valid: 3/1/2021 1 1/1/2022 Proof: Design Method ASD Masonry Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.400 in. Anchor plate : Ix x ly x t = 14.000 in. x 6.000 in. x 0.400 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC), HSS6X6X.250; (L x W x T) = 6.000 in. x 6.000 in. x 0.250 in. Base material: Hollow CMU, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.; Joints: vertical: 0.375 in.; horizontal: 0.375 in. Base material temperature: 68 °F Installation: Face installation Seismic loads no R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Masonry - Mar 19, 2023 Date: 3/29/2023 Fastening point: Geometry [in.] & Loading [lb, in.lb] Y 4. Z 1.1 Design results Case Description Combination 1 Forces [lb] / Moments [in.Ib] N = 0; Vx = 792; Vy = 0; Mx = 0; my = 0; Mz = 0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Seismic Max. Util. Anchor j%l no 68 2 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Masonry - Mar 19, 2023 Fastening point: Page: Specifier: E-Mail: Date: 3 3/29/2023 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity PN / Pv N Status Tension Overall strength 0 0 0 / - N/A Shear Bond strength - - 468 68 OK Loading PN Pv OIL Utilization PN,V N Status Combined tension and shear loads N/A 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Masonry - Mar 19, 2023 Date: 3/29/2023 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with 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 Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the 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 calculation checked and cleared by an expert, particularly 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 guarantee as to the absence of errors, 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 Hilti on a regular basis. If you do not use the AutoUpdate 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 Hilti Website. Hilti 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. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan