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BUP2022-00177 (3) Site Address: Building Division 151 TIGARD Deferred Submittal Transmittal Letter TO: TQw1 DATAt DEPT: BUILDING DIVISION D JUL 2.5 2024 FROM: çckS C0084-I-1.AC(1'0 CITY OF TIGARD COMPANY: EP(ke-r BUILDING DIVISION PHONE: 50, - f 9©-5% 2 By: RE: ( )35 I3u?- 2022 - Oaf 7-7 (Site Address) I I (Permit/Case Number) � N 00,(1-1-1ah-t c)`r Item # (Project name or subdivision name and lot number) oofl Valuation of Deferred Submittal: $ (8i vC)V ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: Copies: Description: 2 Remarks: VF - 51,•t-9s Lp cirS ct-5 (Ad i9 /y OOO NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building.The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2 FOR OFFICE USE ONLY Routed to Permit Technician: Date: 7- 3 1- at-} Initials: Fees Due: Yes ❑ No Fee Description: Amount Due: Deferred Submittal Fee: $ Additional fee based on valuation: $ j 6 Other:4.a- 8 f 1as•iSo= G1,srl $ Total Fees Due: oZ 3 a • 9 S' Special Instructions: Reprint Permit (per PE): ❑ Yes NP1 No ❑ Done Applicant Notified: Date: fr S Initials: ,\ The fee for processing and viewing deferred plan submittal shall be an amount equal to 65%of the building based on the valuation of the particular portion or portions of the project with a minimum$200.00 fee. This fee is in addition to the project plan review fee based on the total project value. I:Building\Forms\TransmittalLetter-DefrdSubmtl.doc 04/04/07 Structural Calculations Pit Ladder Lower Ships Ladder Upper Ships Ladder Roof Access Ladder 1 Roof Access Ladder 2 • Project: RECEIVED Dartmouth Crossing JUL 2 5 2024 6835 SW Clinton Street Tigard, Oregon BUILDING DIVISION S&C Project#: M003-24 (Rev 1) April 20, 2024 (Supersedes Calculations Dated 03/25/2024) ' ;4 • 1 Prepared for: Advance Welding, Inc. 1509 Northeast 106th Street Vancouver, WA 98686 PO#36675 cys_0 PROFESS (~Or 103: . 91 SUBMITTAL REVIEW S&C Eng.#M003-24 fRev 11NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMI' MILQ S • ❑ MAKE CORRECTIONS NOTED 0 SUBMIT SPECIFIED ITE 110) i , EQUILIBRIUM CHECKING IS ONLY FOR GENERAL CONFORMANCE WITH THE DESI 09 OF THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORM4 T CONTRACT DOCUMENTS.ANY ACTION SHOWN ABOVE.IS SUBJEC 4//R v �\� QUIREMENTS OF THE PLANS AND SPECIFICATIONS.CONTRACTOF APPROVED 71 T OV ED 1 1` THE J FOR:DIMENSIONS WHICH SHALL BE FABRICATED AND COI [■!./)Y 1RJ\ THE JOB SITE:FABRICATION PROCESSES AND TECHNIQUES OF COI Signed:04/20/2024 COORDINATION OF THEIR WORM WITH THAT OF ALL OTHER TRAD ENGINE Raj SATISFACTORY PERFORMANCE OF THEIR WORE. Exp.Date: 12/31/2026 BY DATE 7.2.: Prepared by: S&C Engineering LLC 129 Keener Road Lititz, PA 17543 717-925-0408 Scengllc.com drsceng@gmail.com REVISION PROJECT DESIGN CRITERIA - EXTERIOR ATTACHED CANOPIES Governing Building Code: 2021 International Building Code Risk Category: II Structural System: Architectural Component(not part of SFRS) Seismic System: Non-Structural Components(ASCE 7-16, Chapter 13) Architectural Components (ASCE 7-16, Section 13.5) Wind Resisting System: N/A DEAD LOAD(SELF-WEIGHT) LADDERS Elevator Pit Ladder 230 lbs Lower Ships Ladder 450 lbs Upper Ships Ladder 200 lbs Roof Access Ladder 1 180 lbs Roof Access Ladder 2 180 lbs LIVE LOADS FOR FIXED LADDER WITH RUNGS Concentrated load on rungs(anywhere) 300 lbs Section 4.5.4 Concentrated load on side rail extensions(any direction) 100 lbs Section 4.5.4 LIVE LOADS FOR FIXED SHIPS LADDERS Uniform load on handrail or top rail in any direction 50 lb/ft Section 4.5.1.1 Concentrated load on handrail or top rail in any direction 200 lbs Section 4.5.1 Uniform load on treads 100 psf Table 4.3-1 Concentrated load on treads 300 lbs Table 4.3-1 SEISMIC LOAD ON NON-STRUCTURAL COMPONENTS(ASCE 7-16, SECTIONS 13.3) Seismic Risk Cat. II i _.,,...,..,....., Short-Period Site Coefficient, Fa , Section 13.1.3 IP 1.5 I Ss Site Class D I 0.25 0.5 0.75 1 1.25 1.5 A 0.8 0.8 0.8 0.8 0.8 0.8 I Ss 0.868 I B 0.9 0.9 0.9 0.9 0.9 0.9 Si 0.395 I C 1.3 1.3 1.2 1.2 1.2 1.2 Sps 0.695 = D 1.6 1.4 1.2 1.1 1.0 1.0 SDI 0.395 I E 2.4 1.7 1.3 See Section 11.4.8 SMs 1.00 I F See Section 11.4.8 SM1 0.75 I Fa= 1.1528 Fa 1.153 I Long-Period Site Coefficient, F, F, 1.905 I Si 0.1 0.2 0.3 0.4 0.5 0.6 A 0.8 0.8 0.8 0.8 0.8 0.8 z/h 1.00 I B 0.8 0.8 0.8 0.8 0.8 0.8 I C 1.5 1.5 1.5 1.5 1.5 1.4 D 2.4 2.2 2 1.9 1.8 1.7 Seismic Design Cat. (Si) N/A : E 4.2 See Section 11.4.8 Seismic Design Cat. (SDs) D = F See Section 11.4.8 Seismic Design Cat. (SD,) D - Fa= 1.905 Architectural Component(ASCE 7-16, Table 13.5-1)......................... Seismic System: Fixed ladders are not intended; stairways not part of the stairs and ramp fasteners and to be used as egress components. Seismic I building SFRS attachments behaviour of ladders, however,is similar to egress stairs,or"other flexible components with ' a 1 2.5 limited-deformability elements and attachments RP 2.5 2.5 no 2 2.5 Horizontal Force, Eq. 13.3-1 (Ib) = FP 0.500 x Wp 1.251 x Wp Horizontal Force, max, Eq. 13.3-2(Ib) ' Fp, max 1.668 x Wp 1.668 x Wp Horizontal Force, min, Eq. 13.3-3(Ib) = Fp, min 0.313 x Wp 0.313 x Wp Horizontal Force(Ib) FP 0.500 x WP 1.251 x Wp Vertical Force(Ib), I 0•2SDSWp 0.139 x Wp 0.139 x Wp Member Description Wp multiplier Seismic Weight(We) Horizontal Force(Fe) 1/2"x2"Ladder Side Rails 1.251 3.4 lb/ft 4.3 lb/ft 1/2"x3"Ladder Side Rails 1.251 5.1 lb/ft 6.4 lb/ft #6 Rebar Rungs 1.251 1.5 lb/ft 1.9 lb/ft MC10x8.4 Stringer 1.251 8.4 lb/ft 10.5 lb/ft 19-W-4x1 Bar Grate 1.251 4.88 lb/ft 6.1 lb/ft Pipe 1-1/4 STD 1.251 2.3 lb/ft 2.9 lb/ft Elevator Pit Ladder.vap Service Case: D IES VisualAnalysis 22.00.0002 Monday, March 25, 2024 Sti3 Elevator Pit Ladder.vap Service Case: D IES VisualAnalysis 22.00.0002 Monday, March 25, 2024 cnO -0 N N 3 ( Nl Cc' III N N NN 10 ,› 'Q9 �N�8 Np., Nx, N9s NN ,N, • 4S 5< I co '98 Ln mq, Elevator Pit Ladder.vap Service Case: D IES VisualAnalysis 22.00.0002 Monday, March 25, 2024 Vr 1i/ c '1)t2 f 1 l* B4 Allik B3 Elevator Pit Ladder.vap Service Case: L3 +0. 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000 Q Q 00 Q o O. cr) =, S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Elevator Pit Ladder.vap Saturday,April 20, 2024 7:36 PM Table of Contents Factored Load Combinations Nodal Supports Areas Member Loads,Uniform Nodal Loads Area Uniform Loads Area Linear Loads Node Reactions Member Forces Design Groups Member Design Results Member Unity Checks Factored Load Combinations Name I Code I Effective Equation I Design I Deflection 1. 1.4D ASCE 7-16 LRFD 1.4D Strength Other 2. 1.2D+1.6L+0.5Lr ASCE 7-16 LRFD 1.2D Strength Other 2. 1.2D+1.6L+0.5Lr(#1) ASCE 7-16 LRFD 1.2D+ 1.6L1 Strength Dead Plus Live 2. 1.2D+1.6L+0.5Lr(#2) ASCE 7-16 LRFD 1.2D+ 1.6L2 Strength Dead Plus Live 2. 1.2D+1.6L+0.5Lr(#3) ASCE 7-16 LRFD 1.2D+ 1.6L3 Strength Dead Plus Live 3. 1.2D+1.6Lr+L(#1) ASCE 7-16 LRFD 1.2D+0.5L1 Strength Dead Plus Live 3. 1.2D+1.6Lr+L(#2) ASCE 7-16 LRFD 1.2D+0.5L2 Strength Dead Plus Live 3. 1.2D+1.6Lr+L(#3) ASCE 7-16 LRFD 1.2D+0.5L3 Strength Dead Plus Live 5.0.9D+W ASCE 7-16 LRFD 0.9D Strength Other 6. 1.2D+E+L+0.2S»(+X+30%+Z) ASCE 7-16 LRFD 1.339D+ E+X+0.3E+Z Strength Other 6. 1.2D+E+L+0.2S»(+X+30% ASCE 7-16 LRFD +Z):Q 1.339D+2.5E+X+0.75E+Z Strength Other 6. 1.2D+E+L+0.2S»(+Z+30%+X) ASCE 7-16 LRFD 1.339D+0.3E+X+E+Z Strength Other 6. 1.2D+E+L+0.2S»(+Z+30% ASCE 7-16 LRFD +X):Q 1.339D+0.75E+X+2.5E+Z Strength Other 6. 1.2D+E+L+0.2S»+X ASCE 7-16 LRFD 1.339D+E+X Strength Other 6. 1.2D+E+L+0.2S»+X:S2 ASCE 7-16 LRFD 1.339D+2.5E+X Strength Other 6. 1.2D+E+L+0.2S»+Z ASCE 7-16 LRFD 1.339D +E+Z Strength Other 6. 1.2D+E+L+0.2S»+Z:Q ASCE 7-16 LRFD 1.339D+2.5E+Z Strength Other 6. 1.2D+E+L+0.2S(#1)»(+X+30% +Z) ASCE 7-16 LRFD 1.339D+E+X+0.3E+Z+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#1)»(+X+30% +Z):S2 ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#1)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.3E+X+E+Z+0.5L1 Strength Dead Plus Live +X) 6. 1.2D+E+L+0.2S(#1)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z+0.5L1 Strength Dead Plus Live +X):S2 6. 1.2D+E+L+0.2S(#1)»+X ASCE 7-16 LRFD 1.339D+E+X+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#1)»+X:S2 ASCE 7-16 LRFD 1.339D+2.5E+X+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#1)»+Z ASCE 7-16 LRFD 1.339D+ E+Z+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#1)»+Z:O ASCE 7-16 LRFD 1.339D+2.5E+Z+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»(+X+30% ASCE 7-16 LRFD +Z) 1.339D+E+X+0.3E+Z+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»(+X+30% ASCE 7-16 LRFD 1.339D+2.5E+X+ 0.75E+Z+0.5L2 Strength Dead Plus Live +Z):S2 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 1 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Elevator Pit Ladder.vap Saturday,April 20, 2024 7:36 PM Factored Load Combinations continued) Name Code I Effective Equation I Design I Deflection 6. 1.2D+E+L+0.2S(#2)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.3E+X+E+Z+0.5L2 Strength Dead Plus Live +X) 6. 1.2D+E+L+O XS( 2)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»+X ASCE 7-16 LRFD 1.339D+E+X+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»+X:i2 ASCE 7-16 LRFD 1.339D+ 2.5E+X+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»+Z ASCE 7-16 LRFD 1.339D+E+Z+0.5L2 Strength Dead Plus Live 1 6. 1.2D+E+L+0.25(#2)»+Z:Q ASCE 7-16 LRFD 1.339D+2.5E+Z+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#3)»(+X+30% ASCE 7-16 LRFD 1.339D+E+X+0.3E+Z+0.5L3 Strength Dead Plus Live +Z) 6. 1.2D+E+L+0�S( %3)»(+X+30 ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.25(#3)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.3E+X+ E+Z+0.5L3 Strength Dead Plus Live +X) 6. 1.2D+E+L+0 XS( 3)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#3)»+X ASCE 7-16 LRFD 1.339D+E+X+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#3)»+X:O ASCE 7-16 LRFD 1.339D+ 2.5E+X+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#3)»+Z ASCE 7-16 LRFD 1.339D+E+Z+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.25(#3)»+Z:52 ASCE 7-16 LRFD 1.339D+2.5E+Z+0.5L3 Strength Dead Plus Live 7.0.9D+E»(+X+30%+Z) ASCE 7-16 LRFD 0.761D+E+X+0.3E+Z Strength Other 7.0.9D+E»(+X+30%+Z):5-2 ASCE 7-16 LRFD 0.761D+2.5E+X+0.75E+Z Strength Other 7.0.9D+E»(+Z+30%+X) ASCE 7-16 LRFD 0.761D+0.3E+X+E+Z Strength Other 7.0.9D+E»(+Z+30%+X):O ASCE 7-16 LRFD 0.761D+0.75E+X+2.5E+Z Strength Other 7.0.9D+E»+X ASCE 7-16 LRFD 0.761D+E+X Strength Other 7.0.9D+E»+X:O ASCE 7-16 LRFD 0.761D+2.5E+X Strength Other 7.0.9D+E»+Z ASCE 7-16 LRFD 0.761D + E+Z Strength Other 7.0.9D+E»+Z:O ASCE 7-16 LRFD 0.761D+2.5E+Z Strength Other Nodal Supports Name I Fix DX I Fix DY I Fix DZ I Fix RX I Fix RY I Fix RZ B1 Yes Yes Yes No No No B2 Yes Yes Yes No No No B3 Yes Yes Yes No No No B4 Yes Yes Yes No No No Cl Yes Yes Yes Yes Yes Yes C2 Yes Yes Yes Yes Yes Yes C3 Yes Yes Yes Yes Yes Yes C4 Yes Yes Yes Yes Yes Yes Member Loads, Uniform Member Service Case I Direction I Magnitude Full Length? Start Offset End Offset Projected? Predefined Load I ft ft R3 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R3 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 2 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Elevator Pit Ladder.vap Saturday,April 20, 2024 7:36 PM Member Loads, Uniform(continued Member Service Case I Direction Magnitude I Full Length? I Start Offset I End Offset I Projected? 1 Predefined Load ft ft R4 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R4 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R5 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R5 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R6 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R6 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R7 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R7 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R8 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R8 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R9 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R9 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R10 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R10 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R11 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R11 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R12 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R12 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. SR1 E+X Force X 6.40 lb/ft Yes 0.00 8.33 No N.A. SR1 E+Z Force Z 6.40 lb/ft Yes 0.00 8.33 No N.A. SR2 E+X Force X 6.40 lb/ft Yes 0.00 8.33 No N.A. SR2 E+Z Force Z 6.40 lb/ft Yes 0.00 8.33 No N.A. SR3 E+X Force X 6.40 lb/ft Yes 0.00 1.25 No N.A. SR3 E+Z Force Z 6.40 lb/ft Yes 0.00 1.25 No N.A. SR4 E+X Force X 6.40 lb/ft Yes 0.00 8.33 No N.A. SR4 E+Z Force Z 6.40 lb/ft Yes 0.00 8.33 No N.A. SR5 E+X Force X 6.40 lb/ft Yes 0.00 8.33 No N.A. SR5 E+Z Force Z 6.40 lb/ft Yes 0.00 8.33 No N.A. SR6 E+X Force X 6.40 lb/ft Yes 0.00 1.25 No N.A. SR6 E+Z Force Z 6.40 lb/ft Yes 0.00 1.25 No N.A. Nodal Loads Node I Service Case I Type&Direction I Magnitude I Predefined Load N002 Li Force X -100.00 lb N.A. N002 L2 Force Z -100.00 lb N.A. N016 Ll Force X -100.00 lb N.A. N016 L2 Force Z -100.00 lb N.A. VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 3 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Elevator Pit Ladder.vap Saturday,April 20, 2024 7:36 PM Node Reactions Node Result Case FX FY FZ MX MY MZ lb lb lb lb-ft I lb-ft I lb-ft B1 2. 1.2D+1.6L+0.5Lr(#2) -13.79 -728.41 -93.20 0.00 0.00 0.00 B1 All Load Cases Low Extreme -32.52 -728.41 -93.20 0.00 0.00 0.00 B1 LRFD Envelope Low Extreme -15.68 -728.41 -93.20 0.00 0.00 0.00 B3 2. 1.2D+1.6L+0.5Lr(#2) 14.53 701.93 -87.20 0.00 0.00 0.00 B3 All Load Cases High Extreme 14.53 701.93 0.49 0.00 0.00 0.00 B3 LRFD Envelope High Extreme 14.53 701.93 0.06 0.00 0.00 0.00 Cl 2. 1.2D+1.6L+0.5Lr(#1) 86.88 116.30 3.49 0.00 0.32 -163.95 Cl All Load Cases High Extreme 86.88 384.74 180.00 0.00 99.80 37.99 C1 LRFD Envelope High Extreme 86.88 384.74 180.00 0.00 99.80 7.58 C3 2. 1.2D+1.6L+0.5Lr(#1) 86.88 116.30 -3.49 0.00 -0.32 -163.95 C3 2. 1.2D+1.6L+0.5Lr(#2) -7.39 -570.90 180.27 0.00 99.81 128.68 C3 6. 1.2D+E+L+0.2S(#1)»(+Z+30%+X):S2 -10.54 79.96 -162.79 0.00 -49.76 -45.37 C3 All Load Cases High Extreme 86.88 116.30 180.27 0.00 99.81 128.68 C3 All Load Cases Low Extreme -142.15 -570.90 -162.79 0.00 -49.76 -163.95 C3 LRFD Envelope High Extreme 86.88 116.30 180.27 0.00 99.81 128.68 C3 LRFD Overstrength Envelope Low Extreme -142.15 -210.87 -162.79 0.00 -49.76 -53.43 C4 2. 1.2D+1.6L+0.5Lr(#2) -7.99 -577.70 152.75 0.00 -4.50 -194.44 C4 6. 1.2D+E+L+0.2S(#2)»(+X+30%+Z):0 -142.82 -20.94 15.71 0.00 11.91 6.72 C4 All Load Cases Low Extreme -142.82 -577.70 -157.12 0.00 -4.50 -194.44 C4 LRFD Envelope Low Extreme -58.38 -577.70 -62.91 0.00 -4.50 -194.44 C4 LRFD Overstrength Envelope Low Extreme -142.82 -54.24 -157.12 0.00 -2.85 -34.20 Member Forces Membe Fx Min Fx Max I Vy Vz Torsion My Min My Max Mz Min Mz Max r lb lb lb I lb I lb-ft lb-ft I lb-ft I lb-ft I lb-ft BA1 0.00(58) 93.20(59) 32.52(61) -729'71 0.00(59) -11.99(60) 115.52(59) -5.15(60) 0.59(61) (58) BA2 -0.02(60) 85.29(59) 30.67(61) -673.91(58) 0.00(61) -11.98(60) 106.69(59) -4.86(60) 0.03(59) BA4 -119.05(60) 14.60(59) 30.67(61) -85.29(58) -4.86(60) -13.65(60) 106.69(59) -0.03(58) 5.11(61) BA5 -700.62(58) 25.20(61) 31.28(61) -87.20(58) 4.95(61) -13.73(60) 110.95(59) -2.42(58) 5.21(61) 8A7 -87.20(58) 0.49(61) -31.28(60) 701.33 0.00(61) -110.95(58) 12.11(61) -2.30(58) 4.95(61) (59) R3 -4.75(60) 5.59(61) -2.11(58) 4.75(61) 1.46(59) 0.00(60) 2.38(61) 0.00(58) 1.05(59) R4 -4.78(60) 5.59(61) -2.11(58) 4.75(61) 0.57(61) 0.00(60) 2.38(61) 0.00(58) 1.05(59) R5 -5.08(60) 4.74(61) -2.11(58) 4.75(61) 1.25(59) 0.00(60) 2.38(61) 0.00(58) 1.05(59) R6 -4.99(60) 4.84(61) -2.11(58) 4.75(61) 0.50(61) 0.00(60) 2.38(61) 0.00(58) 1.05(59) R7 -4.73(60) 5.20(61) -2.11(58) 4.75(61) 0.90(59) 0.00(60) 2.38(61) 0.00(58) 1.05(59) R8 -5.13(60) 4.81(61) -2.11(58) 4.75(61) 0.39(61) 0.00(60) 2.38(61) 0.00(58) 1.05(59) R9 -6.53(60) 4.74(61) -2.11(58) 4.75(61) 0.41(59) 0.00(60) 2.38(61) 0.00(58) 1.05(59) R10 -4.78(60) 6.44(61) -2.11(58) 4.75(61) 0.28(59) 0.00(60) 2.38(61) 0.00(58) 1.05(59) R11 -14.10(60) 4.74(61) 421.81(59) -4.75(60) -0.05(58) 0.00(60) 2.38(61) 0.00(60) 240.90(59) R12 -4.80(60) 13.89(61) -2.11(58) 4.75(61) 0.17(59) 0.00(60) 2.38(61) 0.00(58) 1.05(59) VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 4 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Elevator Pit Ladder.vap Saturday,April 20, 2024 7:36 PM Member Forces(continued) Membel FxlbMin l FxlMax I Vyb l Vz I Torsion Mb ftn Myl Max Mz Min-ft lb-ft I Mzl flax rSR2 -118.89(60) 235.42(59) -79.51(58) -85.29(58) -52.21(58) -284.67(58) 151.92(61) -148.85(58) 148.67(59) SR4 -699.88(58) 84.47(61) -80.49(58) -91.09(58) -35.41(58) -315.24(58) 152.00(61) -150.21(58) 150.93(59) SR5 -640.01(58) 235.42(59) -79.51(58) -82.89(58) -52.16(58) -284.93(58) 151.20(61) -148.85(58) 148.67(59) SR6 -11.66(60) 79.51(59) 243.09(59) -70.06(58) 22.07(59) -52.16(58) 35.41(59) -150.21(58) 148.85(59) T3 -140.82(60) 86.88(59) 384.74(59) -180.00(58) 0.00(61) -49.23(60) 99.80(59) -163.95(58) 64.47(59) T7 -142.15(60) 86.88(59) -572.55 -180.27(58) 0.00(61) -49.76(60) 99.81(59) -163.95(58) 128.68(59) (58) T8 -86.13(58) 142.82(61) 579.36 -157.12(60) 0.00(61) -52.02(58) 8.91(61) -37.97(60) 194.44(59) (59) Design Groups Name MaxIp Unity Memb Design Shape Design Material Specification Enabled Overstrength ers I l I I Base Angles 0.50 8 Rectangle 3.5 x 0.313 ASTM A36 AISC 360-22 LRFD Enabled Normal Rungs 0.81 10 Circle 0.75 ASTM A706 Grade 60 AISC 360-22 LRFD Enabled Normal Side Rails 0.71 6 Rectangle 3 x 0.5 ASTM A36 AISC 360-22 LRFD Enabled Normal Upper Support 0.48 4 Rectangle 3.5 x 0.313 ASTM A36 AISC 360-22 LRFD Enabled Normal Tabs Upper Support Tabs: 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 A36 Specification:AISC 360-22 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 Upper Support Tabs: Combined Check Mem Section I Offset I Result Case Capacity Code Unity Details ber ft 1Deman d I Reference I Check I KLz=0.323 ft, KLy=0.323 ft, KL(torsion) =0.37 ft, Lb=0.37 ft, T7 Rectangle 3.5 x 0.313 0.00 2. 1.2D+1.6L+0.5Lr(#2) 0.48 1.00 Hl-lb 0.48 Axial Unity=0,Mz Unity=0.05, My Unity=0.433, Kz=0.872, Ky=0.872,K(torsion) = 1, Cb= 2.2 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 5 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Elevator Pit Ladder.vap Saturday,April 20, 2024 7:36 PM Upper Support Tabs:Axial Check Memb Section Offset Result Case Demand Capacity Fx Code Unity Check Details er ft Fx lb Reference lb KLz=0.323 ft,KLy =0.323 ft, KL(torsion)=0.37 ft, n=32psi, T4 Rectangle 3.5 x 0.313 0.00 2. 1.2D+1.6L+0.5Lr(#1) 86.13 32162.01 E3-2 0.00 Fe(E3-4)673 1 5363 psi, Kz=0.872, Ky=0.872,K (torsion) = 1 KLz=0.323 ft,KLy =0.323 ft, KL(torsion)=0.37 ft, Fn =32673 psi, T8 Rectangle 3.5 x 0.313 0.00 2. 1.2D+1.6L+0.5Lr(#1) 86.13 32162.01 E3-2 0.00 Fe(E3-4)= 155363 psi, Kz=0.872, Ky=0.872, K (torsion) = 1 Upper Support Tabs: Strong Flexure Check Mem Section Offset Result Case Demand Capacity Mz Code Unity Details ber ft Mz lb-ft Reference Check lb-ft T8 Rectangle 3.5 x 0.313 0.37 2. 1.2D+1.6L+0.5Lr(#2) 194.44 2583.98 F11-1 0.08 Lb=0.37 ft,Cb= 1.79 Upper Support Tabs: Weak Flexure Check Memb Section Offset Result Case Demand My Capacity My Code Reference Unity Check Detail er ft lb-ft lb-ft s T7 Rectangle 3.5 x 0.313 0.00 2. 1.2D+1.6L+0.5Lr(#2) 99.81 230.71 F11-1 0.43 Upper Support Tabs: Strong Shear Check Mem Section Offset Result Case Demand Capacity Vy Code Unity Details ber ft Vy lb Reference Check lb T8 Rectangle 3.5 x 0.313 0.00 2. 1.2D+1.6L+0.5Lr(#2) 579.36 21262.50 G4-1 0.03 Shear Area = 1.09 in^2,Cv= 1 Side Rails: 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 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 6 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Elevator Pit Ladder.vap Saturday,April 20,2024 7:36 PM Side Rails: Results(continued) Steel Material:ASTM A36 Specification:AISC 360-22 LRFD Bracing Composite Beam?: False Lateral Top(+y): Set Lu Length:3 ft Torsional Bracing Seismic Compactness: Not Ductile Lateral Top(+y):True Check Constrained Axis FTB?: False Lateral Bottom(-y):Set Lu Length: 3 ft Lateral Bottom(-y):True Overstrength?: False g Strong(z):True Live Load Reduction: None Strong(z):Set Lu Disable Checks?: False Length:4.75 ft Check Level: Each Limit State Side Rails: Torsion Shear Check Memb Section Offset Result Case Demand Capacity Tau Code Unity Details er ft Tau psi Reference Check psi SR4 Rectangle 3 x 0.5 4.60 2. 1.2D+1.6L+0.5Lr(#2) 1888.73 19440.00 H3-8 0.10 Tr= 35.4 lb-ft, Versant Shear= 1889 psi Side Rails: Combined Check Memb Section I Offset Result Case 1Deman I Capacity Code I Unity Details er ft d Reference Check KLz=3.54 ft,KLy= 3 ft, KL(torsion) =3 ft,Lb=3 ft, Axial Unity=0.122, SR4 Rectangle 3 x 0.5 4.58 2. 1.2D+1.6L+0.5Lr(#2) 0.71 1.00 H1-lb 0.71 Mz Unity=0.021, My Unity=0.623, Kz=0.745, Ky= 1,K(torsion)= 1, Cb= 1.32 Side Rails:Axial Check Memb Section Offset Result Case Demand Capacity Fx Code Unity Details er ft Fx lb Reference Check lb KLz=3.54 ft,KLy=3 ft, KL(torsion) =3 ft, SR4 Rectangle 3 x 0.5 0.00 2. 1.2D+1.6L+0.5Lr(#2) 699.88 5447.34 E3-3 0.13 Fn=4035 psi, Fe(E3-4) =4601 psi, Kz =0.745, Ky= 1, K(torsion)= 1 Side Rails: Strong Flexure Check Memb Section Offset Result Case Demand Capacity Mz Code Unity Details er ft Mz lb-ft Reference Check lb-ft SR1 Rectangle 3 x 0.5 4.60 2. 1.2D+1.6L+0.5Lr(#1) 150.60 3037.50 F11-1 0.05 Lb=3 ft,Cb= 2.18 SR4 Rectangle 3 x 0.5 4.60 2. 1.2D+1.6L+0.5Lr(#1) 150.60 3037.50 F11-1 0.05 Lb=3 ft,Cb= 2.18 Side Rails: Weak Flexure Check Membe Section I Offset I Result Case I Demand My Capacity My Code Reference I Unity Check Detail r ft lb-ft lb-ft s SR4 Rectangle 3 x 0.5 4.58 2. 1.2D+1.6L+0.5Lr(#2) -315.24 506.25 F11-1 0.62 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 7 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Elevator Pit Ladder.vap Saturday,April 20, 2024 7:36 PM Side Rails: Strong Shear Check Memb Section Offset Result Case Demand Capacity Vy Code Unity Details er ft Vy lb Reference Check lb SR3 Rectangle 3 x 0.5 0.00 2. 1.2D+1.6L+0.5Lr(#1) 243.09 29160.00 G4-1 0.01 Shear Area = 1.5 in^2,Cv= 1 SR6 Rectangle 3 x 0.5 0.00 2. 1.2D+1.6L+0.5Lr(#1) 243.09 29160.00 G4-1 0.01 Shear Area = 1.5 in^2,Cv= 1 Side Rails: Weak Shear Check Memb Section Offset Result Case Demand Capacity Vz Code Unity Details er ft Vz lb Reference Check lb SR1 Rectangle 3 x 0.5 0.83 2. 1.2D+1.6L+0.5Lr(#2) -93.20 29160.00 G4-1 0.00 Shear Area= 1.5 in^2,Cv= 1 Side Rails: Combined Torsion Check Membl Section I Offset Result Case IDemanlCapacity Code Reference Unity Details er ft d l Check Tr=-52.2 lb-ft, SR5 Rectangle 3 x 0.5 4.60 2. 1.2D+1.6L+0.5Lr(#2) 0.59 1.00 H3-7 and H3-8 0.59 Torsion Shear al Unity Sts=ty=0.00 0005,ty 0.143, , Bending Unity=0.568, Flexural Shear Unity= 0.002 Rungs: 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 A706 Grade 60 Specification:AISC 360-22 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 Run s:Torsion Shear Check Mem Section Offset Result Case Demand Capacity Tau Code Unity Details ber ft Tau psi Reference Check psi R3 Circle 0.75 0.00 2. 1.2D+1.6L+0.5Lr(#2) 211.50 32400.00 H3-1 0.01 Tr= 1.46 lb ft, Venant Shear=212 psi VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 8 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Elevator Pit Ladder.vap Saturday,April 20, 2024 7:36 PM Rungs: Combined Check Memb Section Offset I Result Case Deman I Capacity! Code !Unity Check Details er ft d Reference KLz=2 ft,KLy=2 ft, KL(torsion)=2 ft,Lb=2 ft, Axial Unity=0, R11 Circle 0.75 1.00 2. 1.2D+1.6L+0.5Lr(#1) 0.81 1.00 H1-lb 0.81 Mz Unity=0.808, My Unity=0,Kz= 1, Ky= 1,K(torsion)= 1, Cb= 1.32 Rungs:Axial Check Mem Section Offset Result Case Demand Capacity Fx Code Unity Details ber ft Fx lb Reference Check lb KLz=2 ft,KLy=2 ft, 6. 1.2D+E+L+0.2S(#1)»(+X KL(torsion)=2ft, R11 Circle 0.75 2.00 +300/0+Z) 6.16 6091.61 E3-3 0.00 Fn = 15321 psi, Fe(E3-4) = 17469 psi, Kz= 1, Ky= 1,K(torsion)= 1 Rungs: Strong Flexure Check Memb Section Offset Result Case Demand Capacity Mz Code Reference Unity Check Details er ft Mz lb-ft lb-ft R11 Circle 0.75 1.00 2. 1.2D+1.6L 240.90 298.21 F11-2 0.81 Lb=2 ft,Cb= 1.32 +0.5Lr(#1) Rungs:Weak Flexure Check Membe Section Offset Result Case I Demand My Capacity My I Code Reference ! Unity Check Detail r ft lb-ft lb-ft s R3 Circle 0.75 1.00 6. 1.2D+E+L+0.2S(#1)»+X 0.95 298.21 F11-2 0.00 R4 Circle 0.75 1.00 6. 1.2D+E+L+0.2S(#1)»+X 0.95 298.21 F11-2 0.00 R5 Circle 0.75 1.00 6. 1.2D+E+L+0.2S(#1)»+X 0.95 298.21 F11-2 0.00 R6 Circle 0.75 1.00 6. 1.2D+E+L+0.2S(#1)»+X 0.95 298.21 F11-2 0.00 R7 Circle 0.75 1.00 6. 1.2D+E+L+0.2S(#1)»+X 0.95 298.21 F11-2 0.00 R8 Circle 0.75 1.00 6. 1.2D+E+L+0.2S(#1)»+X 0.95 298.21 F11-2 0.00 R9 Circle 0.75 1.00 6. 1.2D+E+L+0.2S(#1)»+X 0.95 298.21 F11-2 0.00 R10 Circle 0.75 1.00 6. 1.2D+E+L+0.2S(#1)»+X 0.95 298.21 F11-2 0.00 R11 Circle 0.75 1.00 6. 1.2D+E+L+0.2S»+X 0.95 298.21 F11-2 0.00 R12 Circle 0.75 1.00 6. 1.2D+E+L+0.2S(#1)»+X 0.95 298.21 F11-2 0.00 Rungs: Strong Shear Check Memb Section Offset ! Result Case IDemand Vy! Capacity Vy I Code lUnity Check Details er ft lb lb Reference Rif Circle 0.75 0.00 2. 1.2D+1.6L 421.81 14313.88 G4-1 0.03 Shear Area=0.442 inA2 +0.5Lr(#3) VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 9 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Elevator Pit Ladder.vap Saturday,April 20, 2024 7:36 PM Base Angles: 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 A36 Specification:AISC 360-22 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 Base Angles:Torsion Shear Check Mem Section Offset Result Case Demand Capacity Tau Code Unity Details ber ft Tau psi Reference Check psi BA3 Rectangle 3.5 x 0.313 0.00 6.1.2D+E+L+0.2S(#2)»+X 276.26 19440.00 H3-8 0.01 Tr= 2.48 lb-ft, Venant Shear= 276 psi Base Angles:Combined Check Memb Section I Offset Result Case Deman Capacity Code Unity Details er ft d I Reference Check KLz=0.292 ft,KLy=0.241 ft, KL(torsion)=0.292 ft, Lb= 0.292 ft, BA1 Rectangle 3.5 x 0.313 0.00 2. 1.2D+1.6L+0.5Lr(#2) 0.50 1.00 H1-lb 0.50 Axial Unity=0.003, Mz Unity=0, My Unity=0.501, Kz= 1, Ky=0.827,K(torsion) = 1, Cb=2.82 Base Angles:Axial Check Memb Section Offset Result Case Demand Capacity Fx Code Unity Details er ft Fx lb Reference Check lb KLz=0.167 ft, KLy= 0.152 ft, KL(torsion) =0.167 ft, BA5 Rectangle 3.5 x 0.313 0.00 2. 1.2D+1.6L+0.5Lr(#2) 700.62 34684.38 E3-2 0.02 Fn=35235 psi, Fe(E3-4)=701444 psi,Kz = 1, Ky=0.911,K(torsion)= 1 Base Angles: Strong Flexure Check Memb Section Offset Result Case Demand Capacity Mz Code Unity Details er ft Mz lb-ft Reference Check lb-ft BA3 Rectangle 3.5 x 0.313 0.17 6. 1.2D+E+L+0.2S(#2)»+X 2.61 2583.98 F11-1 0.00 Lb=0.167 ft,Cb= 1.67 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 10 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Elevator Pit Ladder.vap Saturday,April 20,2024 7:36 PM Base Angles: Weak Flexure Check Membe Section l Offset Result Case I Demand My I Capacity My Code Reference l Unity Check(Detail r I ft lb-ft lb-ft s BA1 Rectangle 3.5 x 0.313 0.00 2. 1.2D+1.6L+0.5Lr(#2) 115.52 230.71 F11-1 0.50 BA3 Rectangle 3.5 x 0.313 0.00 2. 1.2D+1.6L+0.5Lr(#2) 115.52 230.71 F11-1 0.50 Base Angles: Weak Shear Check Memb Section Offset Result Case Demand Capacity Vz Code Unity Details er ft Vz lb Reference Check lb BA1 Rectangle 3.5 x 0.313 0.00 2. 1.2D+1.6L+0.5Lr(#2) -729.71 21262.50 G4-1 0.03 Shear Area = 1.09 in^2,Cv= 1 Member Unity Checks Membel Section Unity Check I Status I Result Case Code Reference Type I Design Group r BA1 Rectangle 3.5 x 0.313 0.50 Pass 2. 1.2D+1.6L+0.5Lr(#2) H1-lb Combined Check Base Angles BA2 Rectangle 3.5 x 0.313 0.46 Pass 2. 1.2D+1.6L+0.5Lr(#2) HI-lb Combined Check Base Angles BA3 Rectangle 3.5 x 0.313 0.50 Pass 2. 1.2D+1.6L+0.5Lr(#2) H1-lb Combined Check Base Angles BA4 Rectangle 3.5 x 0.313 0.46 Pass 2. 1.2D+1.6L+0.5Lr(#2) Hi-lb Combined Check Base Angles BA5 Rectangle 3.5 x 0.313 0.49 Pass 2. 1.2D+1.6L+0.5Lr(#2) H1-lb Combined Check Base Angles BA6 Rectangle 3.5 x 0.313 0.45 Pass 2. 1.2D+1.6L+0.5Lr(#2) Hi-lb Combined Check Base Angles BA7 Rectangle 3.5 x 0.313 0.48 Pass 2. 1.2D+1.6L+0.5Lr(#2) Hi-lb Combined Check Base Angles BA8 Rectangle 3.5 x 0.313 0.44 Pass 2. 1.2D+1.6L+0.5Lr(#2) H1-lb Combined Check Base Angles R3 Circle 0.75 0.01 Pass 2. 1.2D+1.6L+0.5Lr(#2) H3-1 Torsion Shear Rungs Check R4 Circle 0.75 0.00 Pass 6. 1.2D+E+L+0.2S(#2)»+X Hi-lb Combined Check Rungs R5 Circle 0.75 0.01 Pass 2. 1.2D+1.6L+0.5Lr(#2) H3-1 Torsion Shear Rungs Check R6 Circle 0.75 0.00 Pass 6. 1.2D+E+L+0.2S(#2)»+X Hi-lb Combined Check Rungs R7 Circle 0.75 0.00 Pass 6. 1.2D+E+L+0.2S(#2)»+X H1-lb Combined Check Rungs R8 Circle 0.75 0.00 Pass 6. 1.2D+E+L+0.2S(#1)»+X Hi-lb Combined Check Rungs R9 Circle 0.75 0.00 Pass 6. 1.2D+E+L+0.2S(#1)»+X Hi-lb Combined Check Rungs R10 Circle 0.75 0.00 Pass 6. 1.2D+E+L+0.2S(#1)»+X Hi-lb Combined Check Rungs R11 Circle 0.75 0.81 Pass 2. 1.2D+1.6L+0.5Lr(#1) H1-lb Combined Check Rungs R12 Circle 0.75 0.00 Pass 6. 1.2D+E+L+0.2S(#1)»+X Hi-lb Combined Check Rungs SR1 Rectangle 3 x 0.5 0.66 Pass 2. 1.2D+1.6L+0.5Lr(#2) Hi-lb Combined Check Side Rails SR2 Rectangle 3 x 0.5 0.59 Pass 2. 1.2D+1.6L+0.5Lr(#2) H3-7 and H3-8 Combined Torsion Side Rails Check SR3 Rectangle 3 x 0.5 0.10 Pass 2. 1.2D+1.6L+0.5Lr(#2) Hl-lb Combined Check Side Rails SR4 Rectangle 3 x 0.5 0.71 Pass 2. 1.2D+1.6L+0.5Lr(#2) H1-lb Combined Check Side Rails SR5 Rectangle 3 x 0.5 0.62 Pass 2. 1.2D+1.6L+0.5Lr(#2) Hi-lb Combined Check Side Rails SR6 Rectangle 3 x 0.5 0.11 Pass 2. 1.2D+1.6L+0.5Lr(#2) H1-lb Combined Check Side Rails T3 Rectangle 3.5 x 0.313 0.46 Pass 2. 1.2D+1.6L+0.5Lr(#2) Hl-lb Combined Check Upper Support Tabs T4 Rectangle 3.5 x 0.313 0.23 Pass 2. 1.2D+1.6L+0.5Lr(#2) H1-lb Combined Check Upper Support Tabs T7 Rectangle 3.5 x 0.313 0.48 Pass 2. 1.2D+1.6L+0.5Lr(#2) Hi-lb Combined Check Upper Support Tabs T8 Rectangle 3.5 x 0.313 0.23 Pass 2. 1.2D+1.6L+0.5Lr(#2) H1-lb Combined Check Upper Support Tabs VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 11 of 11 DESIGN OF CONNECTIONS - ELEVATOR PIT LADDER • RUNGS CONNECTION TO SIDE RAILS :Maximum shear Vu 420 lb Rungs connection to side rails, shear and bearing check,AISC 360-16 Design Method ASD Minimum Thickness of Connected Material t 0.5 Is Deformation at Bolt Hole a Design Consideration? No Is Load Perpendiculat to Long-Slotted Hole? N/A Tensile Strength of Connected Material (ksi) Fu 58 Dist.from Edge of Hole to Edge of Material le 12 Distance in the direction of the load Rebar Grade 60 Nominal Rebar Diameter(in) Db 0.75 Nominal Rebar Area (in2) Ab 0.44 Ab=nD2/4 Nominal Tensile Stress(ksi) Fnt 67.5 AISC 360-16, Table J3.2, 0.75Fu Nominal Shear Stress(ksi) Fvt 45 AISC 360-16, Table J3.2, 0.5Fu Nominal Tensile Strength of one Rebar(Ib) Rnt 29821 AISC 360-16, Eq.J3-1 Nominal Shear Strength of one Rebar(Ib) Rri, 19880 AISC 360-16, Eq.J3-1 Nominal Bearing Strength at one Rebar(Ib) Rn,b 65250 AISC 360-16, Eq.J3-6a through f Nominal Tearout Strength at one Rebar(lb) Rn,tear 522000 AISC 360-16, Eq.J3-6a through f Number of Rebar N 1 Safety Factor 0 2 Allowable Shear Strength (Ib) Rnv N/0 9900 Rounded down to nearest 100 lb Allowable Bearing Strength(Ib) Rnb N/0 32600 Rounded down to nearest 100 lb Allowable Tearout Strength(Ib) Rn,tear N/0 261000 Rounded down to nearest 100 lb Shear Utilization: 420 /9900= 0.04 5. 1.0, PASS Bearing Utilization: 420 /32600= 0.01 <_1.0, PASS Tearout Utilization: 420 /261000= 0.00 <_1.0, PASS • CONNECTION AT UPPER SUPPORT TABS :Maximum Moment at Joint Mu,Z 1190 lb-in :Maximum Moment at Joint Mu,y 1170 lb-in Maximum Shear at Join t Vy 240 lb (negligible) ;..Plastic Sect. Mod. Of Weld 9 eld Rectangle Z 0.67 in3 Thickness of steel plate tP 0.50 in Depth of steel plate H 2.0 in Weld throat thickness tw 0.177 in Tension Load on weld (strong axis) TZ 314 lb/in I TZ=Mu,Z tw/Zw,Z !Tension Load on weld(weak axis) Ty 864 lb/in = Ty= M„,y/(tp+tw)/H Fillet Weld(AISC 360-16) Design Method LRFD Material 1 Thickness(in) tmetal 1 0.25 Material 2 Thickness(in) tmetal2 0.5 Leg Size(in) w 0.25 Min. Leg Size (in) Wmin 0.125 (AISC 360, Table J2.4) Weld Throat Thickness(in) tw 0.177 tw=0.707w Weld Effective Length(in) L 1 Eff.weld length< 100 x weld size Minium Weld Length(in) 1 AISC 360-16, Section J2.b(c) Weld Effective Area(in2) Awe 0.177 AWe=tw L Filler Metal Classification Strength, (ksi) FEXX 70 Load direction with respect to weld axis(deg e 90 Nominal stress of weld material(ksi) Fnw 42 Stress of weld material at angle e (ksi) Fnw,e 63 Nominal weld strength (Ib) Rn 11151 Rn= Fnw,e Awe Resistance Factor 0.75 Design Strength of Weld (Ib) 4 Rn 8300 Rounded down to nearest 100 lb Weld Utilization: 864 /8300= 0.10 <_1.0, PASS • BASE ANGLE CONNECTIONS Maximum Vertical Load P, 730 lb Maximum Horizontal Load PX 180 lb :Resultant Force Ri, 752 lb Fillet Weld(AISC 360-16) Design Method LRFD Material 1 Thickness(in) tmetal 1 0.5 Material 2 Thickness(in) tmetal2 0.3125 Leg Size(in) w 0.25 Min. Leg Size(in) wmin 0.1875 (AISC 360, Table J2.4) Weld Throat Thickness(in) tw 0.177 tw=0.707w Weld Effective Length (in) L 9 Eff.weld length < 100 x weld size Minium Weld Length (in) 1 AISC 360-16, Section J2.b(c) Weld Effective Area(in2) AWe 1.593 AWe=tw L Filler Metal Classification Strength, (ksi) FEXX 70 Load direction with respect to weld axis(deg e 0 Nominal stress of weld material(ksi) Fnw 42 Stress of weld material at angle e (ksi) Fnw,e 42 Nominal weld strength (lb) Rn 66906 Rn=Fnw,e Awe Resistance Factor 0.75 Design Strength of Weld(lb) (1)Rn 50100 Rounded down to nearest 100 lb Weld Utilization: 752 /50100= 0.02 <_1.0, PASS SIMPSON Anchor Designer TM Company: Date: 2/22/2023 Engineer: Page: 1/5 strinnovie Software Project: Version 3.2.2311.2 Address: Phone: E-mail: 1.Project information Project description: Location: Fastening description: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-19 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch):8.00 State:Cracked Anchor Information: Compressive strength,fc(psi):4000 Anchor type:Torque controlled expansion anchor 9'c,v: 1.0 Material:Carbon Steel Reinforcement condition:Supplementary reinforcement not present Diameter(inch):0.625 Supplemental edge reinforcement: Not applicable Nominal Embedment depth(inch):3.375 Reinforcement provided at corners: No Effective Embedment depth,hef(inch):2.750 Ignore concrete breakout in tension: No Code report: ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement: Not applicable Anchor ductility:Yes Build-up grout pad: No hmin(inch):5.50 cac(inch):7.50 Base Plate Cmm(inch):6.50 Length x Width x Thickness(inch):3.00 x 3.50 x 0.31 Sm,,,(inch):2.75 Recommended Anchor Anchor Name: Strong-Bolt®2-5/8"0 CS Strong-Bolt 2,hnom:3.375"(86mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-1ie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: Date: 2/22/2023 Software Engineer: Page: 2/5 strongtne. Project: Version 3.2.2311.2 Address: PJ Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No Strength level loads: N.[lb]:730 V.[lb]: 180 Vuay[lb]:0 Mux[ft-lb]:0 Muy[ft-lb]:0 <Figure 1> Z 730 lb 1 0 ft-lb 0 ft-lb1911111141111' y O lb X 180 lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Date: 2/22/2023 Engineer: Page: 3/5 Strong-Tie Strong Project: Version 3.2.2311.2 Address: Phone: E-mail: <Figure 2> Ln cd. 75 1 . 75 ill a • 8 Lt) , 0 M O 7 8 3 . 50 00 00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Date: 2/22/2023 Engineer: Page: 4/5 : !! 3112 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) Vuay(Ib) J(Vuax)2+(Vuay)2(lb) 1 730.0 180.0 0.0 180.0 Sum 730.0 180.0 0.0 180.0 Maximum concrete compression strain(%bb):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):730 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Y Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 4.Steel Strength of Anchor in Tension(Sec.17.6.1) N.(Ib) 0 gNsa(Ib) 19070 0.75 14303 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.6.2) Nb=kc2a1if cher15(Eq. 17.6.2.2.1) kc Aa f'c(psi) her(in) Nb(Ib) 17.0 1.00 4000 2.750 4903 QNcb=0(ANc/ANco)WedN'Pe,Nt/'cp,NNb(Sec. 17.5.1.2&Eq. 17.6.2.1a) ANc(in2) ANco(in2) Ca,min(in) V'ed,N yc,N 'Pap,N Nb(lb) 0 ¢Ncb(lb) 68.06 68.06 - 1.000 1.00 1.000 4903 0.65 3187 6.Pullout Strength of Anchor in Tension(Sec.17.6.3) ONpn=051'c,P2aNp(f'c/2,500)n(Sec. 17.5.1.2,Eq. 17.6.3.1 &Code Report) Yc,P 2 a Np(Ib) f'c(psi) n 0 fNpn(Ib) 1.0 1.00 3877 4000 0.50 0.65 3188 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Sirnpscn Strong-Ile Company In,::. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Date: 2/22/2023 Engineer: Page: 5/5 S . Software Project: Version 3.2.2311.2 Address: oa Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.7.1) V.(Ib) Ogrout 0 OgroutOVsa(Ib) 11035 1.0 0.65 7173 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.7.3) OVcp=0krpNcb=0kcp(ANC/ANco)gjed,N gjc.N ICp,NNb(Sec. 17.5.1.2&Eq. 17.7.3.1 a) kcp ANc(in2) ANCO(in2) Ped,N Vic,N 'cp,N Nb(Ib) 0 OVcp(Ib) 2.0 68.06 68.06 1.000 1.000 1.000 4903 0.70 6864 11.Results Interaction of Tensile and Shear Forces(Sec.17.8) Tension Factored Load,N.(Ib) Design Strength,roNn(Ib) Ratio Status Steel 730 14303 0.05 Pass Concrete breakout 730 3187 0.23 Pass(Governs) Pullout 730 3188 0.23 Pass Shear Factored Load,V.(Ib) Design Strength,oVn(Ib) Ratio Status Steel 180 7173 0.03 Pass Pryout 180 6864 0.03 Pass(Governs) Interaction check Nua/q$Nn Vua/0V,, Combined Ratio Permissible Status Sec. 17.8.1 0.23 0.00 22.9% 1.0 Pass 5/8"0 CS Strong-Bolt 2,hnom:3.375"(86mm)meets the selected design criteria. 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. 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S&C ENGINEERING LLC RENIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Lower SIMITRY Ships Ladder.vap Saturday,April 20, 2024 7:47 PM Table of Contents Factored Load Combinations Nodal Supports Areas Member Loads,Uniform Nodal Loads Area Uniform Loads Area Linear Loads Node Reactions Member Forces Design Groups Member Design Results Member Unity Checks Factored Load Combinations Name I Code I Effective Equation I Design I Deflection 1. 1.4D ASCE 7-16 LRFD 1.4D Strength Other 2. 1.2D+1.6L+0.5Lr ASCE 7-16 LRFD 1.2D Strength Other 2. 1.2D+1.6L+0.5Lr(#1) ASCE 7-16 LRFD 1.2D+ 1.6L1 Strength Dead Plus Live 2. 1.2D+1.6L+0.5Lr(#2) ASCE 7-16 LRFD 1.2D+ 1.6L2 Strength Dead Plus Live 2. 1.2D+1.6L+0.5Lr(#3) ASCE 7-16 LRFD 1.2D+ 1.6L3 Strength Dead Plus Live 2. 1.2D+1.6L+0.5Lr(#4) ASCE 7-16 LRFD 1.2D+ 1.6L4 Strength Dead Plus Live 2. 1.2D+1.6L+0.5Lr(#5) ASCE 7-16 LRFD 1.2D+ 1.6L5 Strength Dead Plus Live 3. 1.2D+1.6Lr+L(#1) ASCE 7-16 LRFD 1.2D+0.5L1 Strength Dead Plus Live 3. 1.2D+1.6Lr+L(#2) ASCE 7-16 LRFD 1.2D+0.5L2 Strength Dead Plus Live 3. 1.2D+1.6Lr+L(#3) ASCE 7-16 LRFD 1.2D+0.5L3 Strength Dead Plus Live 3. 1.2D+1.6Lr+L(#4) ASCE 7-16 LRFD 1.2D+0.5L4 Strength Dead Plus Live 3. 1.2D+1.6Lr+L(#5) ASCE 7-16 LRFD 1.2D+0.5L5 Strength Dead Plus Live 5.0.9D+W ASCE 7-16 LRFD 0.9D Strength Other 6. 1.2D+E+L+0.25»(+X+30%+Z) ASCE 7-16 LRFD 1.339D+E+X+0.3E+2 Strength Other 6. 1.2D+E+L+0.2S»(+X+30%+Z)S2 ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z Strength Other 6. 1.2D+E+L+0.25»(+Z+30%+X) ASCE 7-16 LRFD 1.339D+0.3E+X+E+Z Strength Other 6. 1.2D+E+L+0.2S»(+Z+30%+X):S2 ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z Strength Other 6. 1.2D+E+L+0.25»+X ASCE 7-16 LRFD 1.339D+E+X Strength Other 6. 1.2D+E+L+0.2S»+X:S2 ASCE 7-16 LRFD 1.339D+2.5E+X Strength Other 6. 1.2D+E+L+0.2S»+Z ASCE 7-16 LRFD 1.339D+ E+Z Strength Other 6. 1.2D+E+L+0.2S»+Z:S2 ASCE 7-16 LRFD 1.339D+2.5E+Z Strength Other 6. 1.2D+E+L+0.2S(#1)»(+X+30% +Z) ASCE 7-16 LRFD 1.339D+E+X+0.3E+Z+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#1)»(+X+30% +2):S2 ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#1)0(+2+30% +X) ASCE 7-16 LRFD 1.339D+0.3E+X+E+Z+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#1)»(+Z+30% +X):52 ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#1)»+X ASCE 7-16 LRFD 1.339D+E+X+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.25(#1)»+X:S2 ASCE 7-16 LRFD 1.339D+2.5E+X+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.25(#1) »+Z ASCE 7-16 LRFD 1.339D+E+Z+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#1)»+Z:52 ASCE 7-16 LRFD 1.339D+2.5E+Z+0.5L1 Strength Dead Plus Live VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 1 of 12 S&C ENGINEERING LLC IK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Lower SIMITRY Sh Ships Ladderr..viap Saturday,April 20, 2024 7:47 PM Factored Load Combinations continued) Name Code I Effective Equation I Design I Deflection 6. 1.2D+E+L+0.2S(#2)»(+X+30% +Z) ASCE 7-16 LRFD 1.339D+E+X+0.3E+Z+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»(+X+30% +2)3-2 ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»(+Z+30% ASCE 7-16 LRFD +X) 1.339D+0.3E+X+E+Z+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z+O.5L2 Strength Dead Plus Live +X):S2 6. 1.2D+E+L+0.2S(#2)»+X ASCE 7-16 LRFD 1.339D+E+X+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»+X:52 ASCE 7-16 LRFD 1.339D+2.5E+X+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»+Z ASCE 7-16 LRFD 1.339D+E+Z+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»+Z:S2 ASCE 7-16 LRFD 1.339D+2.5E+Z+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#3)»(+X+30% ASCE 7-16 LRFD 1.339D+E+X+0.3E+Z+0.5L3 Strength Dead Plus Live +Z) 6. 1.2D+E+L+0.2S(#3)»(+X+30% ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z+0.5L3 Strength Dead Plus Live +Z):S2 6. 1.2D+E+L+0.2S(#3)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.3E+X+E+Z+0.5L3 Strength Dead Plus Live +X) 6. 1.2D+E+L+0.2S(#3)»(+Z+30% +X):52 ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#3)»+X ASCE 7-16 LRFD 1.339D+E+X+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#3)»+X:S2 ASCE 7-16 LRFD 1.339D+2.5E+X+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#3)»+Z ASCE 7-16 LRFD 1.339D+ E+Z+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#3)»+Z:S2 ASCE 7-16 LRFD 1.339D+2.5E+Z+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0..25#4)»(+X+30% ASCE 7-16 LRFD 1.339D+E+X+0.3E+Z+0.5L4 Strength Dead Plus Live +Z) 6. 1.2D+E+L+0.2S(#4)»(+X+30% ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z+0.5L4 Strength Dead Plus Live +Z):S2 6. 1.2D+E+L+0.2S(#4)»(+2+30% ASCE 7-16 LRFD 1.339D+0.3E+X+ E+Z+0.5L4 Strength Dead Plus Live +X) 6. 1.2D+E+L+0.2S(#4)»(+Z+30% +X):52 ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z+0.5L4 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#4)»+X ASCE 7-16 LRFD 1.339D+E+X+0.5L4 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#4)»+X:52 ASCE 7-16 LRFD 1.339D+2.5E+X+0.5L4 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#4)»+Z ASCE 7-16 LRFD 1.339D+ E+Z+0.5L4 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#4)»+Z:S2 ASCE 7-16 LRFD 1.339D+2.5E+Z+0.5L4 Strength Dead Plus Live 6. 1.2D+E+L+O.+Zj#5)»(+X+30% ASCE 7-16 LRFD 1.339D+E+X+0.3E+Z+0.5L5 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#5)»(+X+30% ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z+0.5L5 Strength Dead Plus Live +Z):S2 6. 1.2D+E+L+0.2S(#5)»(+Z+30% +X) ASCE 7-16 LRFD 1.339D+0.3E+X+E+Z+0.5L5 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#5)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z+0.5L5 Strength th Dead Plus Live g 6. 1.2D+E+L+0.2S(#5)»+X ASCE 7-16 LRFD 1.339D+E+X+0.5L5 Strength Dead Plus Live 6. 1.2D+E+L+0.25(#5)»+X:52 ASCE 7-16 LRFD 1.339D+2.5E+X+0.5L5 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#5)»+Z ASCE 7-16 LRFD 1.339D+E+Z+0.5L5 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#5)»+Z:S2 ASCE 7-16 LRFD 1.339D+2.5E+Z+0.5L5 Strength Dead Plus Live 7.0.9D+E»(+X+30%+Z) ASCE 7-16 LRFD 0.761D+E+X+0.3E+Z Strength Other 7.0.9D+E»(+X+30%+Z):S2 ASCE 7-16 LRFD 0.761D+2.5E+X+0.75E+Z Strength Other VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 2 of 12 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Lower Ships Ladder.vap Saturday,April 20, 2024 7:47 PM Factored Load Combinations continued) Name Code I Effective Equation I Design I Deflection 7.0.9D+E»(+Z+30%+X) ASCE 7-16 LRFD 0.761D+0.3E+X+E+Z Strength Other 7.0.9D+E»(+Z+30%+X):Q ASCE 7-16 LRFD 0.761D+0.75E+X+2.5E+Z Strength Other 7.0.9D+E»+X ASCE 7-16 LRFD 0.761D+E+X Strength Other 7.0.9D+E»+X:S2 ASCE 7-16 LRFD 0.761D+ 2.5E+X Strength Other 7.0.9D+E»+Z ASCE 7-16 LRFD 0.761D+E+Z Strength Other 7.0.9D+E»+Z:52 ASCE 7-16 LRFD 0.761D+2.5E+Z Strength Other Nodal Supports Name I Fix DX I Fix DY I Fix DZ I Fix RX I Fix RY I Fix RZ Al Yes Yes Yes No No No A2 Yes Yes Yes No No No N27 Yes No Yes No No No N44 Yes No Yes No No No Member Loads,Uniform Member Service Case Direction Magnitude I Full Length? I Start Offset End Offset I Projected? Predefined Load ft ft HR4 E+X Force X 2.90 lb/ft Yes 0.00 7.18 No N.A. HR4 E+Z Force Z 2.90 lb/ft Yes 0.00 7.18 No N.A. HR4 Ll Force Z -50.00 lb/ft Yes 0.00 7.18 No N.A. HR7 E+X Force X 2.90 lb/ft Yes 0.00 1.33 No N.A. HR7 E+Z Force Z 2.90 lb/ft Yes 0.00 1.33 No N.A. HR11 E+X Force X 2.90 lb/ft Yes 0.00 7.18 No N.A. HR11 E+Z Force Z 2.90 lb/ft Yes 0.00 7.18 No N.A. HR11 Ll Force Z 50.00 lb/ft Yes 0.00 7.18 No N.A. HR14 E+X Force X 2.90 lb/ft Yes 0.00 1.33 No N.A. HR14 E+Z Force Z 2.90 lb/ft Yes 0.00 1.33 No N.A. RP1 E+X Force X 2.90 lb/ft Yes 0.00 3.83 No N.A. RP1 E+Z Force Z 2.90 lb/ft Yes 0.00 3.83 No N.A. RP2 E+X Force X 2.90 lb/ft Yes 0.00 1.42 No N.A. RP2 E+Z Force Z 2.90 lb/ft Yes 0.00 1.42 No N.A. RP3 E+X Force X 2.90 lb/ft Yes 0.00 1.42 No N.A. RP3 E+Z Force Z 2.90 lb/ft Yes 0.00 1.42 No N.A. RP4 E+X Force X 2.90 lb/ft Yes 0.00 1.42 No N.A. RP4 E+Z Force Z 2.90 lb/ft Yes 0.00 1.42 No N.A. RP5 E+X Force X 2.90 lb/ft Yes 0.00 0.50 No N.A. RP5 E+Z Force Z 2.90 lb/ft Yes 0.00 0.50 No N.A. RP6 E+X Force X 2.90 lb/ft Yes 0.00 3.83 No N.A. RP6 E+Z Force Z 2.90 lb/ft Yes 0.00 3.83 No N.A. RP7 E+X Force X 2.90 lb/ft Yes 0.00 1.42 No N.A. RP7 E+Z Force Z 2.90 lb/ft Yes 0.00 1.42 No N.A. VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 3 of 12 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Lower Ships Ladder.vap Saturday,April 20, 2024 7:47 PM Member Loads, Uniform (continued Member Service Case Direction Magnitude Full Length? I Start Offset End Offset Projected?I Predefined Load ft ft RP8 E+X Force X 2.90 lb/ft Yes 0.00 1.42 No N.A. RP8 E+Z Force Z 2.90 lb/ft Yes 0.00 1.42 No N.A. RP9 E+X Force X 2.90 lb/ft Yes 0.00 1.42 No N.A. RP9 E+Z Force Z 2.90 lb/ft Yes 0.00 1.42 No N.A. RP10 E+X Force X 2.90 lb/ft Yes 0.00 0.50 No N.A. RP10 E+Z Force Z 2.90 lb/ft Yes 0.00 0.50 No N.A. SR1 E+X Force X 10.50 lb/ft Yes 0.00 10.77 No N.A. SR1 E+Z Force Z 10.50 lb/ft Yes 0.00 10.77 No N.A. SR2 E+X Force X 10.50 lb/ft Yes 0.00 0.50 No N.A. SR2 E+Z Force Z 10.50 lb/ft Yes 0.00 0.50 No N.A. SR3 E+X Force X 10.50 lb/ft Yes 0.00 10.77 No N.A. SR3 E+Z Force Z 10.50 lb/ft Yes 0.00 10.77 No N.A. SR4 E+X Force X 10.50 lb/ft Yes 0.00 0.50 No N.A. SR4 E+Z Force Z 10.50 lb/ft Yes 0.00 0.50 No N.A. T1 E+X Force X 6.10 lb/ft Yes 0.00 2.75 No N.A. T1 E+Z Force Z 6.10 lb/ft Yes 0.00 2.75 No N.A. T1 Li Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T1 L2 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T2 E+X Force X 6.10 lb/ft Yes 0.00 2.75 No N.A. T2 E+Z Force Z 6.10 lb/ft Yes 0.00 2.75 No N.A. T2 Ll Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T2 L2 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T3 E+X Force X 6.10 lb/ft Yes 0.00 2.75 No N.A. T3 E+Z Force Z 6.10 lb/ft Yes 0.00 2.75 No N.A. T3 L1 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T3 L2 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T4 E+X Force X 6.10 lb/ft Yes 0.00 2.75 No N.A. T4 E+Z Force Z 6.10 lb/ft Yes 0.00 2.75 No N.A. T4 Ll Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T4 L2 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T5 E+X Force X 6.10 lb/ft Yes 0.00 2.75 No N.A. T5 E+Z Force Z 6.10 lb/ft Yes 0.00 2.75 No N.A. T5 L1 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T5 L2 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T6 E+X Force X 6.10 lb/ft Yes 0.00 2.75 No N.A. T6 E+Z Force Z 6.10 lb/ft Yes 0.00 2.75 No N.A. T6 L1 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T6 L2 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T7 E+X Force X 6.10 lb/ft Yes 0.00 2.75 No N.A. T7 E+Z Force Z 6.10 lb/ft Yes 0.00 2.75 No N.A. VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 4 of 12 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Lower Ships Ladder.vap Saturday,April 20, 2024 7:47 PM Member Loads, Uniform (continued Member Service Case I Direction Magnitude Full Length? I Start Offset I End Offset Projected? I Predefined Load ft ft T7 Ll Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T7 L2 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T8 E+X Force X 6.10 lb/ft Yes 0.00 2.75 No N.A. T8 E+Z Force Z 6.10 lb/ft Yes 0.00 2.75 No N.A. T8 Li Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T8 L2 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T9 E+X Force X 6.10 lb/ft Yes 0.00 2.75 No N.A. T9 E+Z Force Z 6.10 lb/ft Yes 0.00 2.75 No N.A. T9 L1 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T9 L2 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T10 E+X Force X 6.10 lb/ft Yes 0.00 2.75 No N.A. T10 E+Z Force Z 6.10 lb/ft Yes 0.00 2.75 No N.A. T10 L1 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T10 L2 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T11 E+X Force X 6.10 lb/ft Yes 0.00 2.75 No N.A. T11 E+Z Force Z 6.10 lb/ft Yes 0.00 2.75 No N.A. T11 Ll Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T11 L2 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T12 E+X Force X 6.10 lb/ft Yes 0.00 2.75 No N.A. T12 E+Z Force Z 6.10 lb/ft Yes 0.00 2.75 No N.A. T12 Ll Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T12 L2 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T13 E+X Force X 6.10 lb/ft Yes 0.00 2.75 No N.A. T13 E+Z Force Z 6.10 lb/ft Yes 0.00 2.75 No N.A. T13 Ll Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. T13 12 Force Y -28.10 lb/ft Yes 0.00 2.75 No N.A. Nodal Loads Node I Service Case I Type&Direction I Magnitude I Predefined Load N025 L2 Force Z 200.00 lb N.A. N026 L2 Force Z -200.00 lb N.A. N028 L4 Force Z -200.00 lb N.A. N031 L4 Force Z 200.00 lb N.A. Node Reactions Node f Result Case I lb lbI FZ lb lb-ft I lb-ftMYlb-ft Al I 2. 1.2D+1.6L+0.5Lr(#1) 223.37 1056.19 -26.23 0.00 0.00 0.00 Al 2. 1.2D+1.6L+0.5Lr(#2) 223.37 1056.19 -0.36 0.00 0.00 0.00 Al All Load Cases High Extreme 223.37 1056.19 0.00 0.00 0.00 0.00 Al LRFD Envelope High Extreme 223.37 1056.19 0.00 0.00 0.00 0.00 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 5 of 12 S&C ENGINEERING LLC DIMRY C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Lower Sh ps Ladderr..vap Saturday,April 20, 2024 7:47 PM Node Reactions(continued) Node Result Case FX FY FZ MX MY MZ I lb lb lb lb-ft I lb-ft I lb-ft A2 2. 1.2D+1.6L+0.5Lr(#1) 223.37 1056.19 26.23 0.00 0.00 0.00 A2 2. 1.2D+1.6L+0.5Lr(#2) 223.37 1056.19 0.36 0.00 0.00 0.00 A2 All Load Cases High Extreme 223.37 1056.19 55.30 0.00 0.00 0.00 A2 All Load Cases Low Extreme -281.61 0.00 -313.69 0.00 0.00 0.00 A2 E+Z 4.42 0.00 -125.48 0.00 0.00 0.00 A2 LRFD Envelope High Extreme 223.37 1056.19 55.30 0.00 0.00 0.00 N27 2. 1.2D+1.6L+0.5Lr(#2)( ) -223.37 0.00 -654.51 0.00 0.00 0.00 N27 All Load Cases Low Extreme -489.29 0.00 -654.51 0.00 0.00 0.00 N27 LRFD Envelope Low Extreme -261.98 0.00 -654.51 0.00 0.00 0.00 N44 2. 1.2D+1.6L+0.5Lr(#2) -223.37 0.00 654.51 0.00 0.00 0.00 N44 6. 1.2D+E+L+0.2S(#1)»(+X+30%+Z):O -562.37 0.00 61.60 0.00 0.00 0.00 N44 6. 1.2D+E+L+0.2S(#2)»(+X+30%+Z):O -562.37 0.00 90.17 0.00 0.00 0.00 N44 All Load Cases High Extreme g -0.79 0.00 654.51 0.00 0.00 0.00 N44 All Load Cases Low Extreme -562.37 0.00 -379.06 0.00 0.00 0.00 N44 LRFD Envelope High Extreme -37.94 0.00 654.51 0.00 0.00 0.00 N44 LRFD Overstrength Envelope Low Extreme -562.37 0.00 -379.06 0.00 0.00 0.00 Member Forces Membe Fx Min Fx Max Vy Vz Torsion M Min MyMax Mz Min Mz Max r lb lb I lb lb I lb-ft I lb lb-ft I lb-ft I lb-ft RP5 -1.33(82) 29.18(83) 218.89(83) 243.85(81) -255.49(80) -156.97(80) 42.81(83) -109.62(82) 1.71(79) RP6 -287.05(82) -1.38(79) -18.07(82) -89.57(82) 30.25(81) -316.33(82) 76.94(81) -17.19(82) 6.14(81) RP9 0.73(78) 154.58(83) -103.26(82) 70.58(83) 86.63(81) -107.55(80) 0.02(83) -70.04(82) 76.89(83) RP10 -0.17(80) 29.54(83) 221.45(83) -243.85(80) 255.49(81) -24.30(80) 156.97(81) -110.90(82) 0.20(81) SRI -906.64(80) 158.89(83) 342.66 313.59(81) 217.68(81) -71.09(82) 557.88(83) -720.52(82) 111.02(83) (83) SR2 -489.29(82) 211.53(83) -5.87(80) '654.51 0.00(82) -0.35(82) 327.26(81) 0.00(82) 1.47(81) (80) SR3 -906.64(80) 159.50(83) -3fi(82) 389.27 -217.87(80) -560.07(82) 181.90(81) -112.31(82) 707.34(83) SR4 -562.37(82) -0.79(79) 5.87(81) -654.51 (80) 0.00(82) -186.25(82) 327.26(81) -1.47(80) 0.00(83) T7 -48.29(80) 20.97(83) -21.24(82) -443.70(80) -0.01(82) -109.81(80) 0.00(81) -11.95(80) 14.41(83) T13 -21.19(82) 1211.96(81)-185.39(82) -69.16(80) -0.04(80) -47.54(80) 0.02(83) -254.33(82) 246.26(83) Design Groups Name Max Unity Membe Design Shape Design Material Specification Enabled Overstrength rs I I I Base Angles Not Available 0 Empty Empty AISC 360-22 LRFD Enabled Normal Railing 0.43 14 Pipe1-1/4SCH40 ASTM A53 Grade B AISC 360-22 LRFD Enabled Normal Rungs Not Available 0 Empty Empty AISC 360-22 LRFD Enabled Normal Side Rails 0.92 4 MC10X8.4 ASTM A36 AISC 360-22 LRFD Enabled Normal Upper Support Not Available 0 Angles Empty Empty AISC 360-22 LRFD Enabled Normal VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 6 of 12 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Lower Ships Ladder.vap Saturday,April 20, 2024 7:47 PM Upper Support Angles: 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: Empty Specification:AISC 360-22 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 Side Rails: 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 A36 Specification:AISC 360-22 LRFD Composite Beam?: False Bracing Torsional Bracing Seismic Compactness: Not Ductile Lateral Top(+y):at Interior Crossings Lateral Top(+y):True Check Constrained Axis FTB?: False Lateral Bottom(-y): at Interior Crossings Lateral Bottom(-y):True Overstrength?: False Strong(z): Unbraced Strong(z):True Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State Side Rails: Combined Torsion Check Memb Section I Offset Result Case Deman I Capacity I Code Reference Unity Details er ft d Check Tr=-218 lb-ft, Torsion Shear Stress Unity=0.912, SR3 MC10X8.4 4.06 2. 1.2D+1.6L+0.5Lr(#5) 0.92 1.00 H3-7 and H3-8 0.92 Axial Unity=0.002, Bending Unity=0.049, Flexural Shear Unity=0.013 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 7 of 12 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Lower Ships Ladder.vap Saturday,April 20, 2024 7:47 PM Side Rails: Combined Check Memb Section Offset Result Case Capacity Code Unity Check Details er ft 1Demanl d l Reference KLz=0.5 ft,KLy=0.387ft, KL(torsion)=0.5 ft, Lb=0.5 ft, SR2 MC10X8.4 0.00 2. 1.2D+1.6L+0.5Lr(#2) 0.28 1.00 H1-lb 0.28 Axial Unity=0.003, Mz Unity=0, My Unity=0.281,Kz= 1, Ky=0.774,K(torsion) = 1, Cb=2.33 KLz=0.5 ft,KLy=0.387 ft, KL(torsion) =0.5 ft, Lb=0.5 ft, SR4 MC10X8.4 0.00 2. 1.2D+1.6L+0.5Lr(#2) 0.28 1.00 Hi-lb 0.28 Axial Unity=0.003, Mz Unity=0, My Unity=0.281,Kz= 1, Ky=0.774,K(torsion)= 1, Cb=2.33 Side Rails: Axial Check Memb Section Offset Result Case Demand Fxl Capacity Fx Code Unity Details er ft lb lb Reference Check Ae= 2.33 in^2,KLz= 10.8 ft, KLy=0.585 ft, KL(torsion)=0.808 ft, SR1 MC10X8.4 0.00 2. 1.2D+1.6L+0.5Lr(#2) 906.64 70475.35 E7-1 0.01 Fn(E3-2)=33608 psi, Fe(E4-3)=219108 psi, Kz= 1,Ky=0.724, K(torsion)= 1 Ae=2.33 in^2,KLz= 10.8 ft, KLy=0.585 ft, KL(torsion)= 0.808 ft, SR3 MC10X8.4 0.00 2. 1.2D+1.6L+0.5Lr(#1) 906.64 70475.35 E7-1 0.01 Fn(E3-2)=33608 psi, Fe(E4-3)=219108 psi, Kz= 1,Ky=0.724, K(torsion)= 1 Side Rails: Stron Flexure Check Memb Section Offset Result Case Demand Capacity Mz Code Unity Check Details er ft Mz lb-ft Reference lb-ft SR1 MC10X8.4 5.79 6. 1.2D+E+L+0.2S(#4) -390.49 21384.00 F2-1 0.02 Lb=0.83 ft,Cb= 1.02 »+X Side Rails: Weak Flexure Check Member Section Offset Result Case Demand My Capacity My Code Reference Unity Check Detail I ft lb-ft lb-ft l s SR2 MC10X8.4 0.00 2. 1.2D+1.6L+0.5Lr(#2) 327.26 1166.19 F6-1 0.28 SR4 MC10X8.4 0.00 2. 1.2D+1.6L+0.5Lr(#2) 327.26 1166.19 F6-1 0.28 Side Rails: Weak Shear Check Memb Section Offset Result Case Vz Capacity Vz Code Unity Details er ft !Demand lb l lb Reference Check SR2 MC10X8.4 0.50 2. 1.2D+1.6L+0.5Lr(#2) -654.51 16329.60 G6-1 0.04 Shear Area=0.84 in^2,Cv= 1 SR4 MC10X8.4 0.50 2. 1.2D+1.6L+0.5Lr(#2) -654.51 16329.60 G6-1 0.04 Shear Area=0.84 in^2,Cv= 1 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 8 of 12 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Lower Ships Ladder.vap Saturday,April 20, 2024 7:47 PM Rungs: 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: Empty Specification:AISC 360-22 LRFD Composite Beam?: False Bracing Torsional Bracing Seismic Compactness: Not Ductile Lateral Top(+y): Unbraced Lateral Top(+y):True Check Constrained Axis FIB?: 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 Base Angles: 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: Empty Specification:AISC 360-22 LRFD Composite Beam?: False Bracing Torsional Bracing Seismic Compactness: Not Ductile Lateral Top(+y): Unbraced Lateral Top(+y):True Check Constrained Axis FIB?: 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 Railing: 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 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 9 of 12 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Lower Ships Ladder.vap Saturday,April 20, 2024 7:47 PM Railing: Results(continued) Steel Material:ASTM A53 Grade B Specification:AISC 360-22 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 Railin : Torsion Shear Check Memb Section Offset Result Case Demand Capacity Tau Code Unity Details er ft Tau psi Reference Check psi RP4 Pipel-1/4SCH40 0.00 2. 1.2D+1.6L+0.5Lr(#1) 2342.46 18900.00 H3-1 0.12 Tr= 86.6 lb-ft, Venant Shear=2342 psi RP9 Pipel-1/4SCH40 0.00 2. 1.2D+1.6L+0.5Lr(#1) 2342.46 18900.00 H3-1 0.12 Tr=86.6 lb-ft, Venant Shear=2342 psi Railin : Combined Check Memb Section Offset Result Case Capacity Code Unity Details er ft 1Deman d I Reference Check KLz= 1.42 ft, KLy= 1.42 ft, KL(torsion)= 1.42 ft, Lb= 1.42 ft, RP7 Pipel-1/4SCH40 0.00 2. 1.2D+1.6L+0.5Lr(#5) 0.33 1.00 H1-lb 0.33 Axial Unity=0, Mz Unity=0.332, My Unity=0,Kz= 1, Ky= 1,K(torsion)= 1, Cb= 1.94 Railin : Axial Check Memb Section Offset Result Case Fx Capacity Fx Code Unity Check Details er ft 1Demand lb lb Reference KLz=7.18 ft, KLy= 7.18 ft, 6. 1.2D+E+L+0.2S(#2)»(+X KL(torsion) = 7.18 ft, HR11 Pipel-1/4SCH40 0.60 +30%+Z) 157.18 5604.07 E3-3 0.03 Fn =9965 psi, Fe(E3-4) = 11363 psi, Kz= 1, Ky= 1,K(torsion)= 1 Railin : Strong Flexure Check Memb Section Offset Result Case Demand Capacity Mz Code Unity Details er ft Mz lb-ft Reference Check lb-ft R ei 1/4SCH40 0.00 6. 1.2D+E+L+0.2S(#2)»(+X P10 Pi p +30%+2) -59.03 800.75 F8-1 0.07 Lb=0.5 ft,Cb= 1.66 Railing: Weak Flexure Check Member) Section 1 Offset Result Case Demand My Capacity My I Code Reference Unity Check Detail ft lb-ft lb-ft s RP7 Pipet-1/4SCH40 0.00 2. 1.2D+1.6L+0.5Lr(#5) -265.47 800.75 F8-1 0.33 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 10 of 12 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Lower Ships Ladder.vap Saturday,April 20, 2024 7:47 PM Railin : Weak Shear Check Membi Section I Offset Result Case Demand Vz Capacity Vz Code Unity Details er ft lb I lb Reference I Check HR11 Pipei-1/4SCH40 0.50 2. 1.2D+1.6L+0.5Lr(#5) 269.71 5904.95 G5-1 0.05 Shear Area =0.312 in^2, Fcr=21000 psi Railin : Combined Torsion Check Membe Section Offset Result Case Deman Capacity Code Unity Check Details r ft d I Reference I Tr=-255 lb-ft, Torsion Shear Stress Unity=0.366, RP5 Pipe1-1/4SCH40 0.00 2. 1.2D+1.6L+0.5Lr(#2) 0.43 1.00 H3-6 0.43 Axial Unity=0, Bending Unity=0.262, Flexural Shear Unity=0.041 Tr=255 lb-ft, Torsion Shear Stress Unity=0.366, RP10 Pipel-1/4SCH40 0.00 2. 1.2D+1.6L+0.5Lr(#2) 0.43 1.00 H3-6 0.43 Axial Unity=0, Bending Unity=0.262, Flexural Shear Unity=0.041 Member Unity Checks Member' Section I Unity Check I Status I Result Case I Code Reference I Type I Design Group HR4 Pipel-1/4SCH40 0.20 Pass 6. 1.2D+E+L+ .25(#4) H1-lb Combined Railing »(+Z+30°0/o+X) Check HR7 Pipel-1/4SCH40 0.32 Pass 2. 1.2D+1.6L+0.5Lr(#2) H1-lb Combined Railing Check 6. 1.2D+E+L+0.2S(#5) Combined HR11 Pipel-1/4SCH40 0.19 Pass »(+Z+30%+X) H1-lb Check Railing HR14 Pipel-1/4SCH40 0.32 Pass 2. 1.2D+1.6L+0.5Lr(#2) H1-lb Combined Railing Check 6. 1.2D+E+L+0.2S(#4) Combined RP1 Pipel-1/4SCH40 0.16 Pass »(+Z+30%+X) H1-lb Check Railing RP2 Pipel-1/4SCH40 0.33 Pass 2. 1.2D+1.6L+0.5Lr(#5) H1-lb Combined Railing Check RP3 Pipel-1/4SCH40 0.24 Pass 2. 1.2D+1.6L+0.5Lr(#1) H1-lb Combined Railing Check RP4 Pipe1-1/4SCH40 0.14 Pass 2. 1.2D+1.6L+0.5Lr(#1) Hi-lb Combined Railing Check RP5 Pipel-1/4SCH40 0.43 Pass 2. 1.2D+1.6L+0.5Lr(#2) H3-6 Combined Railing Torsion Check 6. 1.2D+E+L+0.2S(#5) Combined RP6 Pipel-1/4SCH40 0.19 Pass »(+Z+30%+X) Hl-lb Check Railing RP7 Pipel-1/4SCH40 0.33 Pass 2. 1.2D+1.6L+0.5Lr(#5) H1-lb Combined Railing Check RP8 Pipel-1/4SCH40 0.24 Pass 2. 1.2D+1.6L+0.5Lr(#1) H1-lb Combined Railing Check RP9 Pipel-1/4SCH40 0.14 Pass 2. 1.2D+1.6L+0.5Lr(#1) H1-lb Combined Railing Check RP10 Pipel-1/4SCH40 0.43 Pass 2. 1.2D+1.6L+0.5Lr(#2) H3-6 Combined Railing Torsion Check SR1 MC10X8.4 0.92 Pass 2. 1.2D+1.6L+0.5Lr(#5) H3-7 and H3-8 Torsion CombinedCheck Side Rails SR2 MC10X8.4 0.28 Pass 2. 1.2D+1.6L+0.5Lr(#2) H1-lb Combined Side Rails Check SR3 MC10X8.4 0.92 Pass 2. 1.2D+1.6L+0.5Lr(#5) H3-7 and H3-8 Combined Side Rails Torsion Check SR4 MC10X8.4 0.28 Pass 2. 1.2D+1.6L+0.5Lr(#2) Hl-lb Combined Side Rails Check VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 11 of 12 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Lower Ships Ladder.vap Saturday,April 20, 2024 7:47 PM Member Unity Checks(continued) Member) Section I Unity Check I Status I Result Case I Code Reference I Type I Design Group Ti Channel 6.25 x 0.14 x 1 x 0.00 Not Checked -NA- -NA- -NA- None 0.25 T2 Channel 6.25 x 0.14 x 1 x 0.00 Not Checked -NA- -NA- -NA- None 0.25 T3 Channel 6.25 x 0.14 x 1 x 0.00 Not Checked -NA- -NA- -NA- None 0.25 T4 Channel 6.25 x 0.14 x 1 x 0.00 Not Checked -NA- -NA- -NA- None 0.25 T5 Channel 6.25 x 0.14 x 1 x 0.00 Not Checked -NA- -NA- -NA- None 0.25 T6 Channel 6.25 x 0.14 x 1 x 0.00 Not Checked -NA- -NA- -NA- None 0.25 T7 Channel 6.25 x 0.14 x 1 x 0.00 Not Checked -NA- -NA- -NA- None 0.25 T8 Channel 6.25 x 0.14 x 1 x 0.00 Not Checked -NA- -NA- -NA- None 0.25 T9 Channel 6.25 x 0.14 x 1 x 0.00 Not Checked -NA- -NA- -NA- None 0.25 T10 Channel 6.25 x 0.14 x 1 x 0.00 Not Checked -NA- -NA- -NA- None 0.25 T11 Channel 6.25 x 0.14 x 1 x 0.00 Not Checked -NA- -NA- -NA- None 0.25 T12 Channel 6.25 x 0.14 x 1 x 0.00 Not Checked -NA- -NA- -NA- None 0.25 T13 Channel 6.25 x 0.14 x 1 x 0.00 Not Checked -NA- -NA- -NA- None 0.25 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Pane 12 of 12 ... l.— ... ........ E GRATING PACIFIC STEEL BAR GRATING STAIR TREADS TABLE OF STAIR TREAD WIDTHS - STANDARD 1-1/4" WIDE NOSING 19 Space 15 Space 11 Space 8 Space p 7 Space Bearing Bars©1-3/16"O.C. Bearing Bars @ 15/16"O.C. Bearing Bars @ 11/16"O.C. Bearing Bars @ 1/2"O.C. Bearing Bars @ 7/16"O.C. Nominal Number of Standard"A" Nominal Number of Standard"A" Nominal Number of Standard"A" Nominal Number of Standard"A" Nominal Number of Standard"A" Tread Width Bearing Bars Dimension Tread Width Bearing Bars Dimension Tread Width Bearing Bars Dimension Tread Width Bearing Bars Dimension Tread Width Bearing Bars Dimension 6-1/4" 5 2-1/2" 7" 7 4-1/2" 6-1/4" 8 2-1/2" 6-1/2" 11 2-1/2" 6-3/4" 13 2-1/2" 7-3/8" 6 4-1/2" 8" 8 4-1/2" 7-5/8" 10 4-1/2" 7-1/2" 13 4-1/2" 7-5/8" 15 4-1/2" 8-1/2" 7 4-1/2" 8-7/8" 9 4-1/2" 9" 12 4-1/2" 9-3/4" 8 7" 9" 16 4-7"2" 8-1/2" 17 4-1/2" 9-7/8" 10 7" 10-3/8" 14 7" 10" 18 11" 9 7" 10-3/4" 11 7" 10-1/8"1 21 7" 7" 11" 15 7" 11" 20 7" 11-1/8" 23 12-1/8" 10 7" 11-5/8" 12 7" 11-3/4" 16 7" 7„ 12" 22 7" 12" 25 7" TABLE OF STAIR TREAD WIDTHS - OPTIONAL 2" WIDE NOSING 19 Space 15 Space 11 Space 8 Space 7 Space Bearing Bars @ 1-3/16"O.C. Bearing Bars @ 15/16"O.C. Bearing Bars @ 11/16"O.C. Bearing Bars®1/2"O.C. Bearing Bars CO 7/16"O.C. Nominal Number of Standard"A" Nominal Number of Standard"A" Nominal Number of Standard"A" Nominal Number of Standard"A" Nominal Number of Standard"A" Tread Width Bearing Bars Dimension Tread Width Bearing Bars Dimension Tread Width Bearing Bars Dimension Tread Width Bearing Bars Dimension Tread Width Bearing Bars Dimension 6-15/16" 5 4-1/2" 7-13/16" 7 4-1/2" 7° 8 4-1/2" 7-3/16" 11 4-1/2" 7-7/8" 8-1/8" 6 4-1/2" 8-3/4" 8 4-1/2" 8-3/8" 14 4-1/2" 9-5/16" 9 7" 9-3/4" 10 4-1/2" 8-3/16" 13 4-1/2" 8-3/4"7 7" 9-11/16" 16 4-1/2"7 12 7" 9-3/16" 15 7" 9-5/8" 18 7" 10-1/2" 8 7" 10-5/8" 10 7" 11-1/8" 14 7" 10-3/16" 17 7" 10-1/2" 11-11/16" 9 7" 11-9/16" 11 7" 11-13/16" 22 7" 12-7/8" 10 7" 12-1/2" 15 7" 11-3/16" 19 7" 11-3/8" 22 7" 12 7" 12-1/2" 16 7" 12-3/16" 21 7" 12-1/4" 24 7" W RECOM ENDED MAXIMUM STEEL STAIR TREAD LENGTHS* Bearing 19 Space 15 Space 11 Space 1-3/16"D.C. p 8 Space 7 Space Bar Size15/16"O.C. 11/16"O.C. 1/2"D.C. 7/16"O.C. Plain Serrated Plain Serrated Plain Serrated Plain Serrated Plain 3/4"x 3/16" 2'-4" 2'-8" Serrated 1'x 3/16" 3,5" — 3,_1�, — 3'_7„ — 3'_70" -0" 3'-4" 4'_3" 3'9„ 4'9„ 4 1 — 1-1/4"x 3/16" 4'-8" 4'-2" 5'-1" 5'-2" 4'-6" 1-1/2"x 3/16" 4-6 5'-6" 4'-10" 5'_g�� 5,_5" 5'_6" 5,_6, 5-16" 5,_5„ 1-3/4"x 3/16" 5'-6" 5 6 5-6 6'-6" 5'-1" 6'-9" -8" 5'-6" 5'-11„ 5'-5" 2"x 3/16" 5'-11" 5,_7„ 6'-4" 7.-5" 6-_1" 7.-8" 6,_4„ 6,_4,� 6'_0' 6'-9" 6'-4" 7'-5" 6'-11" 7,_8„ 2-1/4"x 3/16" 6'-8" 6'_3" 7'-1" 6,-9„ 8'-3" 2-1/2"x 3/16' 7'-4" 7-4 7.2 9.-2" 8'-9" 9'_6" T-0" T-11" 7_6,� 8,_2,� 8'-4" 7'-11" 9'-2" g'_g" g'_6" 9,_1„ i*For treads yp to 5'-6" maximum tread Ipnsths are baged uDgn 0Q lb.concentrated loan on thg front 5 inches of the tread.at the center of the tread lenothI When treads exceed 5'-6"in length,design allows for 300 lb. concentratedloads at 1/3 points of tread length.Deflection is limited to the lesser o((250 or 1/240 of tread length in all cases. DESIGN OF CONNECTIONS - LOWER SHIPS LADDER • CONNECTION OF TREADS TO STRINGERS Maximum vertical shear at treads Vu 450 lb NOTE: Horizontal handrail loads subject Maximum strong axis moment M�Z 2470 lb-in stringers to torsional loads and treads to bending about the strong axis(bending in the Spacing between tread bolts sb 2.5 in horizontal plane, M�Z. It is conservatively !Shear load on 1 bolt Vu.1b 450 lb i assumed that only one of two bolts will resist Tension load on 1 bolt T 988 lb 100%of the shear load. "rob Bolts, Snug Tightened (ST), or Pretensioned(PT),AISC 360-16 Design Method LRFD Minimum Thickness of Connected Material t 0.1875 Is Deformation at Bolt Hole a Design Consideration? No Is Load Perpendicular to Long-Slotted Hole? Yes Thread Excluded from Shear Plane No Tensile Strength of Connected Material(ksi) Fu 58 Dist. Edge of Hole to Edge of Material I, 12 Distance in the direction of the load Bolt Specification A307 Nominal Bolt Diameter(in) Db 0.375 Nominal Bolt Area(in) Ab 0.11 Ab=rtD2/4 Nominal Tensile Stress(ksi) Fnt 45 AISC 360-16, Table J3.2 Nominal Shear Stress(ksi) Fit 27 AISC 360-16, Table J3.2 Nominal Tensile Strength of one Bolt(Ib) Rnt 4970 AISC 360-16, Eq.J3-1 Nominal Shear Strength of one Bolt(Ib) R„ 2982 AISC 360-16, Eq. J3-1 Nominal Bearing Strength at one Bolt(Ib) Rn,b 8156 AISC 360-16, Eq.J3-6a through f Nominal Tearout Strength at one Bolt(Ib) Rn,tear 130500 AISC 360-16, Eq.J3-6a through f Number of Bolts N 1 Resistance Factor 4) 0.75 Design Tensile Strength (Ib) 4)Rnt N 3700 Rounded down to nearest 100 lb Design Shear Strength (Ib) 4)Rnv N 2200 Rounded down to nearest 100 lb Design Bearing Strength(Ib) 4)Rnb N 6100 Rounded down to nearest 100 lb Design Tearout Strength (Ib) 4)Rn,tear N 97800 Rounded down to nearest 100 lb Tension Utilization: 988 /3700= 0.27 <_ 1.0, PASS Required shear or tensile Shear Utilization: 450 /2200= 0.20 <_1.0, PASS strength of bolt(s)is<_30%, Bearing Utilization: 450 /6100= 0.07 51.0, PASS combined loading need not be investigated Tearout Utilization: 450 /97800= 0.00 51.0, PASS • CONNECTION OF STRINGERS TO THE BUILDING FLOOR(THROUGH 7/8"PLYWOOD SUBFLOOR) Maximum horizontal shear force Vu 230 lb (at one stringer) Steel Plate to Wood Bolted Connection, Single Shear- 2018 NDS Design Method LRFD Load duration factor CD n/a Steel plate thickness 0.25 Wet use factor CM 1.00 Bold Diameter, in D 0.75 Geometry factor CA 1.00 Bolt Material (ASTM) A307 Format conversion factor KF 3.32 Thread Excluded from Shear Plane No Resistance factor 4) 0.65 Number of Bolts N 1 Time effect factor A 0.8 Wood specific gravity G 0.5 Nominal Bolt Area (in2) Ab 0.44 Reference Lateral Design Value, lb/in Z 210 Nominal Shear Stress(ksi) Fvt 27 Adjusted Lateral Design Value, lb/in Z' 363 Nominal Shear Strength of 1 Bolt R„ 11928 :Design Shear Strength(lb) N Z' 363 Bolt Strength Resistance Factor 4) 0.75 Bolt Design Shear Strength (lb) 4Rnv N 8900 Rounded down to nearest 100 lb Wood Connection Check: 230 1363= 0.63 <_1.0, PASS Steel Bolt Shear Check: 230 /8900= 0.03 <_1.0, PASS Lag Screws Withdrawal, 2018 NDS(STEEL ANGLE CONNECTION TO BEAM BELOW SUBFLOOR) Design Method LRFD Load duration factor CD NIA Lag screw diameter, in D 0.625 Wet use factor CM 1.00 Lag Screw Material(ASTM) A307 Format conversion factor KF 3.32 Thread penetration into receiving member, it p 1.69 Resistance factor 4) 0.65 Number of screws N 1 Time effect factor A 0.8 Wood specific gravity G 0.5 Reference Withdrawal Design Value, lb/in W 447 Nominal Lag Screw Area(in2) Ab 0.31 Adjusted Withdrawal Design Value, lb/in W' 772 Nominal Tensile Stress(ksi) Fnc 45 Adjusted Withdrawal Design Value, lb W'p 1305 Nom.Tensile Strength of one La Rn1 13806 I Design Withdrawal Strength(lb) N W'p 1305 Screw Strength Resistance Factor 4) 0.75 Screw Design Tensile Strength (lb) 4Rnt N 10300 Rounded down to nearest 100 lb Withdrawal Utilization: 230 /1305= 0.18 <_1.0, PASS Tension Utilization 230 110300= 0.02 5 1.0, PASS Fillet Weld (AISC 360-16)-3x3x114"angle connection to steel stringer Design Method LRFD Material 1 Thickness(in) tmetal l 0.25 Material 2 Thickness(in) tmetal2 0.17 Leg Size(in) w 0.25 Min. Leg Size(in) wmin 0.125 (AISC 360, Table J2.4) Weld Throat Thickness(in) tw 0.177 tw=0.707w Weld Effective Length(in) L 3 Eff.weld length< 100 x weld size Minium Weld Length(in) 1 AISC 360-16, Section J2.b(c) Weld Effective Area(in2) AWe 0.531 AWe=tw L Filler Metal Classification Strength, (ksi) FExx 70 Load direction with respect to weld axis(deg 6 90 Nominal stress of weld material(ksi) Fnw 42 Stress of weld material at angle 6 (ksi) Fnw,e 63 Nominal weld strength(Ib) Rn 33453 Rn= Fnw,e Awe Resistance Factor 0.75 Design Strength of Weld(Ib) cRn 25000 Rounded down to nearest 100 lb Weld Utilization: 230 /25000= 0.01 51.0, PASS • CONNECTION OF STRINGERS TO BUILDING BLOCKING(TOP OF LADDER) Maximum vertical shear force Vu,y 1060 lb Note;design assumes vertical support is provided by the floor at the bottom of the ladder. However, Maximum horizontal shear force Vu,x 655 lb conservatively,this connection is designed for vertical Conservative Resultant Shear Force Rt, 1246 lb Toads as measured at the floor in case floor support is ,....,,.,, :less rigid than the support at the upper floor blocking. Steel Angle Connection to Wood Blocking: Bolt in Single Shear- 2018 NDS Design Method LRFD Load duration factor CD n/a Steel plate thickness 0.375 Wet use factor CM 1.00 Bold Diameter, in D 0.75 Geometry factor CL, 1.00 Bolt Material(ASTM) A307 Format conversion factor KF 3.32 Thread Excluded from Shear Plane No Resistance factor c 0.65 Number of Bolts N 2 Time effect factor A 0.8 Wood specific gravity G 0.5 Nominal Bolt Area (in2) Ab 0.44 Reference Lateral Design Value, lb/in Z 420 Nominal Shear Stress(ksi) Fvt 27 Lateral Design Value, lb/in Z' 725 Nominal Shear Strength of 1 Bolt Rnv 11928 !Design Adjusted...n Shear Strength ...(lp)......................................................................,.,,,,............NZ.....................145...,........., 1450 Bolt Strength Resistance Factor 4 0.75 Bolt Design Shear Strength(Ib) cORnv N 17800 Rounded down to nearest 100 lb Wood Connection Check: 1060 /1450= 0.73 <_1.0, PASS Steel Bolt Shear Check: 1060 /17800= 0.06 5 1.0, PASS Fillet Weld(AISC 360.16)-3x3x6x318 steel angle connection to steel stringer Design Method LRFD Material 1 Thickness(in) tmetal 1 0.25 Material 2 Thickness(in) tmetal2 0.17 Leg Size(in) w 0.25 Min. Leg Size(in) wmin 0.125 (AISC 360,Table J2.4) Weld Throat Thickness(in) tw 0.177 tw=0.707w Weld Effective Length (in) L 6 Eff.weld length < 100 x weld size Minium Weld Length (in) 1 AISC 360-16, Section J2.b(c) Weld Effective Area(in2) AWe 1.062 Awe=tw L Filler Metal Classification Strength, (ksi) FEXX 70 Load direction with respect to weld axis(deg e 0 Nominal stress of weld material (ksi) Fnw 42 Stress of weld material at angle a (ksi) Fnw,e 42 Nominal weld strength (Ib) Rn 44604 Rn= Fnw,e Awe Resistance Factor 0.75 Design Strength of Weld(Ib) 4Rn 33400 Rounded down to nearest 100 lb Weld Utilization: 1060 133400= 0.03 <_1.0, PASS • HANDRAIL POST CONNECTION TO THE FLANGE OF SRINGER Maximum moment M 2000 lb-in (at top flange of stringer) !Maximum shear V„ 250 lb Plastic Section Modulus of Pipe Z 0.305 ins Thickness of posts walls t 0.13 in 1 inch Max.Tension perof weld Mu 1 t/Z 852 lb I (at extreme face of post) Fillet Weld Resisting Bending(Tension) Load(AISC 360-16) Design Method LRFD Material 1 Thickness(in) tmetal l 0.13 Material 2 Thickness(in) tmetal2 0.233 Leg Size(in) w 0.1875 Min. Leg Size(in) wmin 0.125 (AISC 360, Table J2.4) Weld Throat Thickness(in) tw 0.133 tw=0.707w Weld Effective Length(in) L 1 Eff.weld length < 100 x weld size Minium Weld Length (in) 0.75 AISC 360-16, Section J2.b(c) Weld Effective Area (in2) AWe 0.133 Awe=tw L Filler Metal Classification Strength, (ksi) FEXX 70 Load direction with respect to weld axis(deg a 90 Nominal stress of weld material(ksi) Fnw 42 Stress of weld material at angle 0(ksi) Fnw,e 63 Nominal weld strength (Ib) Rn 8379 Rn=Fnw,e Awe Resistance Factor 0.75 Design Strength of Weld (Ib) cRn 6200 Rounded down to nearest 100 lb Weld Utilization: 852 /6200= 0.14 <_1.0, PASS Fillet Weld Resisting Shear Load(AISC 360-16) Design Method LRFD Material 1 Thickness(in) tmetal l 0.13 Material 2 Thickness(in) tmetal2 0.23 Leg Size(in) w 0.1875 Min. Leg Size(in) wmin 0.125 (AISC 360, Table J2.4) Weld Throat Thickness(in) tw 0.133 tw=0.707w Weld Effective Length (in) L 2 Eff.weld length < 100 x weld size Minium Weld Length(in) 0.75 AISC 360-16, Section J2.b(c) Weld Effective Area (in2) Awe 0.266 A =t L we- w Filler Metal Classification Strength, (ksi) FEXX 70 Load direction with respect to weld axis(deg e 0 Nominal stress of weld material(ksi) Fnw 42 Stress of weld material at angle 0(ksi) Fnw,e 42 Nominal weld strength(Ib) Rn 11172 Rn= Fnw,e Awe Resistance Factor 4) 0.75 Design Strength of Weld(Ib) 4)Rn 8300 Rounded down to nearest 100 lb Weld Utilization: 250 /8300= 0.03 51.0, PASS Bending Strength of Steel Channel Flange,AISC 360-16, Section J10 Design Method LRFD Width of load element x 1.66 Width of channel beam b 1.5 Round, square, or Size of channel fillet k 0.75 rectangular post 21 1 Effective length Le8 12.9 x Yield strength (ksi) Fy 36 Elastic Modulus, (ksi) E 290001 Channel web thickness, in t 0.17 < Leff Plastic section modulus, in3 Z 0.09 b T Equation F11-1, lb-in Mn 3358 k'- Resistance Factor 4) 0.90 Design Moment Strength(lb-in) cbMn 3022 Plate Utilization: 2000 /3022= 0.66 <_1.0, PASS • HANDRAIL CONNECTION ANY"T"CONNECTION OF EQUAL SIZE PIPES Maximum shear..................................................................................................................................V° 250............................. :(max. shear load in post) Offset e 0.83 in b..... P ) Moment due to offset Mum 208 lb-in Maximum internal moment(VA report) Mmax 3200 lb-in Combined Moment at Weld Mu 3408 lb-in Plastic Section Modulus of Pipe Z 0.305 in3 Thickness of pipe walls t 0.13 in ....1....iinch...ofwel............................................ /Z 1452 lb (at extreme face of post) per 1 inch of weld M 1 t............................................................................................................... p ) Fillet Weld Resisting Bending(Tension) Load(AISC 360-16) Design Method LRFD Material 1 Thickness(in) tmetal 1 0.13 Material 2 Thickness(in) tmetal2 0.13 Leg Size(in) w 0.1875 Min. Leg Size(in) wmin 0.125 (AISC 360, Table J2.4) Weld Throat Thickness(in) tw 0.133 tw=0.707w Weld Effective Length (in) L 1 Eff.weld length< 100 x weld size Minium Weld Length(in) 0.75 AISC 360-16, Section J2.b(c) Weld Effective Area(in2) Awe 0.133 Awe=tw L Filler Metal Classification Strength, (ksi) FEXX 70 Load direction with respect to weld axis(deg e 90 Nominal stress of weld material(ksi) Fnw 42 Stress of weld material at angle e (ksi) Fnw,e 63 Nominal weld strength (Ib) Rn 8379 Rn=Fnw,e Awe Resistance Factor 0.75 Design Strength of Weld(Ib) 1:1)Rn 6200 Rounded down to nearest 100 lb Weld Utilization: 1452 /6200= 0.23 <_1.0, PASS Fillet Weld Resisting Shear Load(AISC 360-16) Design Method LRFD Material 1 Thickness(in) tmetal 1 0.13 Material 2 Thickness(in) tmetal2 0.13 Leg Size(in) w 0.1875 Min. Leg Size(in) won 0.125 (AISC 360, Table J2.4) Weld Throat Thickness(in) tw 0.133 tw=0.707w Weld Effective Length(in) L 2 Eff.weld length < 100 x weld size Minium Weld Length (in) 0.75 AISC 360-16, Section J2.b(c) Weld Effective Area(in2) Awe 0.266 AWe=tw L Filler Metal Classification Strength, (ksi) FExx 70 Load direction with respect to weld axis(deg e 0 Nominal stress of weld material(ksi) Fnw 42 Stress of weld material at angle e (ksi) Fnw e 42 Nominal weld strength(Ib) Rn 11172 Rn= Fnw,e Awe Resistance Factor 4) 0.75 Design Strength of Weld(Ib) 4Rn 8300 Rounded down to nearest 100 lb Weld Utilization: 250 /8300= 0.03 <_1.0, PASS 11141111 III 11111111111111111 IIIIIIIIII Roof Ladders 1 and 2.vap Service Case: D IES VisualAnalysis 22.00.0002 Monday, March 25, 2024 1 Rr1 R10 )g9 `_Rg ' R8 R� vez cn R6 Ug11 RS R4 � R3 :� ,\g1 RZ ` Roof Ladders 1 and 2.vap R1 Service Case: D g IES VisuaIAnalysis 22.00.0002 Monday, March 25, 2024 in 1 Q m i C3 C6 C5 Cl C4 Roof Ladders 1 and 2.vap Service Case: D IES VisualAnalysis 22.00.0002 Monday, March 25, 2024 ` 1 AI' B3 Circl e 0.75 Circle 0.75 Circ! e 0.75 Circle 0•?S u, Circ! e 0.7S M Q) O X C M Q) Q' C (D 11 Q' Circ/ e0.7S Circle 0.75 Cir% 0.75 * Roof Ladders 1 and 2.vap Ci Service Case: D �% 0 7S IES VisualAnalysis 22.00.0002 Monday, March 25, 2024 1 1�D\b .0 0 0 M 1C Y • I Roof Ladders 1 and 2.vap Service Case: L 1 Z IES VisualAnalysis 22.00.0002 Monday, March 25, 2024 f o 0 M 4.t g• Y Roof Ladders 1 and 2.vap Service Case: L2 1 p IES visualAnalysis 22.00.0002 Monday, March 25, 2024 1406b _100,b 0 0 • 1 Y Roof Ladders 1 and 2.vap rs Service Case: L3 j IES VisualAnalysis 22.00.0002 '•ri Monday, March 25, 2024 a d f a tl� i 1�0\b 0 0 J '1. 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M 1'9/44111141%ft. 1.9/6:`.. 1.9/1:11111111111111111ka+,. 1.9/b/��ill. 1.9441111111111111i11111.. 1.9/b/ 11111111111411�. 1.9/6/ft �116• I I.4411114400 ll ti Roof Ladders 1 and 2.vap Service Case: E+Z IES VisualAnalysis 22.00.0002 Saturday, April 20, 2024 • - ti 1 Roof Ladders 1 and 2.vap Design View, Unity Checks IES VisualAnalysis 22.00.0002 Saturday,April 20, 2024 042 p� 0.1p 05^� 0.06 0 76 0.03 0.03 0 03 1403 0.03 0.03 0.03 1 0.03 0.32 00 �0 . _I lnn.n _%Ala . _Cr.nr S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Roof Ladders 1 and 2.vap Saturday,April 20, 2024 8:01 PM Table of Contents Factored Load Combinations Nodal Supports Areas Member Loads,Uniform Nodal Loads Area Uniform Loads Area Linear Loads Node Reactions Member Forces Design Groups Member Design Results Member Unity Checks Factored Load Combinations Name I Code I Effective Equation I Design I Deflection 1. 1.4D ASCE 7-16 LRFD 1.4D Strength Other 2. 1.2D+1.6L+0.5Lr ASCE 7-16 LRFD 1.2D Strength Other 2. 1.2D+1.6L+0.5Lr(#1) ASCE 7-16 LRFD 1.2D+ 1.6L1 Strength Dead Plus Live 2. 1.2D+1.6L+0.5Lr(#2) ASCE 7-16 LRFD 1.2D+ 1.6L2 Strength Dead Plus Live 2. 1.2D+1.6L+0.5Lr(#3) ASCE 7-16 LRFD 1.2D+ 1.6L3 Strength Dead Plus Live 2. 1.2D+1.6L+0.5Lr(#4) ASCE 7-16 LRFD 1.2D+ 1.6L4 Strength Dead Plus Live 2. 1.2D+1.6L+0.5Lr(#5) ASCE 7-16 LRFD 1.2D+ 1.6L5 Strength Dead Plus Live 3. 1.2D+1.6Lr+L(#1) ASCE 7-16 LRFD 1.2D+0.5L1 Strength Dead Plus Live 3. 1.2D+1.6Lr+L(#2) ASCE 7-16 LRFD 1.2D+0.5L2 Strength Dead Plus Live 3. 1.2D+1.6Lr+L(#3) ASCE 7-16 LRFD 1.2D+0.5L3 Strength Dead Plus Live 3. 1.2D+1.6Lr+L(#4) ASCE 7-16 LRFD 1.2D+0.5L4 Strength Dead Plus Live 3. 1.2D+1.6Lr+L(#5) ASCE 7-16 LRFD 1.2D+0.5L5 Strength Dead Plus Live 5.0.9D+W ASCE 7-16 LRFD 0.9D Strength Other 6. 1.2D+E+L+0.25»(+X+30%+Z) ASCE 7-16 LRFD 1.339D+E+X+0.3E+Z Strength Other 6. 1.2D+E+L+0.2S»(+X+30%+Z):4 ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z Strength Other 6. 1.2D+E+L+0.25»(+Z+30%+X) ASCE 7-16 LRFD 1.339D+0.3E+X+E+Z Strength Other 6. 1.2D+E+L+0.25»(+Z+30%+X):Q ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z Strength Other 6. 1.2D+E+L+0.2S»+X ASCE 7-16 LRFD 1.339D+E+X Strength Other 6. 1.2D+E+L+0.2S»+X:S2 ASCE 7-16 LRFD 1.339D+ 2.5E+X Strength Other 6. 1.2D+E+L+0.2S»+Z ASCE 7-16 LRFD 1.339D+E+Z Strength Other 6. 1.2D+E+L+0.25»+Z:S2 ASCE 7-16 LRFD 1.339D+2.5E+Z Strength Other 6. 1.2D+E+L+0.2S(#1)»(+X+30% ASCE 7-16 LRFD 1.339D+E+X+0.3E+Z+0.5L1 Strength Dead Plus Live +Z) 6. 1.2D+E+L+0.25(#1)»(+X+30% ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z+0.5L1 Strength Dead Plus Live +Z):Q 6. 1.2D+E+L+0.25(#1)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.3E+X+ E+Z+0.5L1 Strength Dead Plus Live +X) 6. 1.2D+E+L+0.2S(#1)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z+0.5L1 Strength Dead Plus Live +X):52 6. 1.2D+E+L+0.25(#1)»+X ASCE 7-16 LRFD 1.339D+E+X+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#1)»+X:52 ASCE 7-16 LRFD 1.339D+2.5E+X+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#1)»+Z ASCE 7-16 LRFD 1.339D+E+Z+0.5L1 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#1)»+Z:S2 ASCE 7-16 LRFD 1.339D+2.5E+Z+0.5L1 Strength Dead Plus Live VisualAnalysis 22.00.0002,Advanced Page 1 of 11 www.iesweb.com S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Roof Ladders 1 and 2.vap Saturday,April 20, 2024 8:01 PM Factored Load Combinations continued) Name Code I Effective Equation I Design I Deflection 6. 1.2D+E+L+0.2S(#2)»(+X+30% ASCE 7-16 LRFD 1.339D+E+X+0.3E+Z+0.5L2 Strength Dead Plus Live +Z) 6. 1.2D+E+L+0 2S( 2)»(+X+30% ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+O.+X(#2)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.3E+X+E+Z+0.5L2 Strength Dead Plus Live ) 6. 1.2D+E+L+0 XS( %2)»(+Z+30 ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»+X ASCE 7-16 LRFD 1.339D+E+X+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»+X:S2 ASCE 7-16 LRFD 1.339D+2.5E+X+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#2)»+Z ASCE 7-16 LRFD 1.339D+E+Z+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+0.25(#2)»+Z:52 ASCE 7-16 LRFD 1.339D+2.5E+Z+0.5L2 Strength Dead Plus Live 6. 1.2D+E+L+O.+Z(#3)»(+X+30% ASCE 7-16 LRFD 1.339D+E+X+0.3E+Z+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#3) %3)»(+X+30 ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z+0.5L3 Strength Dead Plus Live ):Q 6. 1.2D+E+L+0.2S(#3).+X »(+Z+30% ASCE 7-16 LRFD 1.339D+0.3E+X+E+Z+0.5L3 Strength Dead Plus Live ) 6. 1.2D+E+L+0 XS( 3)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z+0.5L3 Strength Dead Plus Live ):Q 6. 1.2D+E+L+0.2S(#3)»+X ASCE 7-16 LRFD 1.339D+E+X+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#3)»+X:52 ASCE 7-16 LRFD 1.339D+2.5E+X+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#3)»+Z ASCE 7-16 LRFD 1.339D+ E+Z+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#3)»+Z:S2 ASCE 7-16 LRFD 1.339D+2.5E+Z+0.5L3 Strength Dead Plus Live 6. 1.2D+E+L+0.+Z(#4)»(+X+30% ASCE 7-16 LRFD 1.339D+E+X+0.3E+Z+0.5L4 Strength Dead Plus Live ) 6. 1.2D+E+L+0 ZS( 4)»(+X+30% ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z+0.5L4 Strength Dead Plus Live 6. 1.2D+E+L+O.+X(#4)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.3E+X+ E+Z+0.5L4 Strength Dead Plus Live ) 6. 1.2D+E+L+0 XS( % 4)»(+Z+30 ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z+0.5L4 Strength Dead Plus Live 6. 1.2D+E+L+0.25(#4)»+X ASCE 7-16 LRFD 1.339D+E+X+0.5L4 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#4)»+X:S2 ASCE 7-16 LRFD 1.339D+2.5E+X+0.5L4 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#4)»+Z ASCE 7-16 LRFD 1.339D+E+Z+0.5L4 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#4)»+Z:S2 ASCE 7-16 LRFD 1.339D+2.5E+Z+0.5L4 Strength Dead Plus Live 6. 1.2D+E+L+0.+Z(#5)»(+X+30% ASCE 7-16 LRFD 1.339D+E+X+0.3E+Z+0.5L5 Strength Dead Plus Live 6. 1.2D+E+L+0 ZS( %5)»(+X+30 ASCE 7-16 LRFD 1.339D+2.5E+X+0.75E+Z+0.5L5 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#5).+X »(+Z+30% ASCE 7-16 LRFD 1.339D+0.3E+X+ E+Z+0.5L5 Strength Dead Plus Live ) 6. 1.2D+E+L+0.2S(#5)»(+Z+30% ASCE 7-16 LRFD 1.339D+0.75E+X+2.5E+Z+0.5L5 Strength Dead Plus Live +X):52 6. 1.2D+E+L+0.2S(#5)»+X ASCE 7-16 LRFD 1.339D+E+X+0.5L5 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#5)»+X:S2 ASCE 7-16 LRFD 1.339D+2.5E+X+0.5L5 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#5)»+Z ASCE 7-16 LRFD 1.339D+E+Z+0.5L5 Strength Dead Plus Live 6. 1.2D+E+L+0.2S(#5)»+Z:52 ASCE 7-16 LRFD 1.339D+2.5E+Z+0.5L5 Strength Dead Plus Live 7.0.9D+E»(+X+30%+Z) ASCE 7-16 LRFD 0.761D+E+X+0.3E+Z Strength Other 7.0.9D+E»(+X+30%+Z):52 ASCE 7-16 LRFD 0.761D+2.5E+X+0.75E+Z Strength Other VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 2 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Roof Ladders 1 and 2.vap Saturday,April 20, 2024 8:01 PM Factored Load Combinations continued) Name Code I Effective Equation I Design I Deflection 7.0.9D+E»(+Z+30%+X) ASCE 7-16 LRFD 0.761D+0.3E+X+ E+Z Strength Other 7.0.9D+E»(+Z+30%+X):52 ASCE 7-16 LRFD 0.761D+0.75E+X+2.5E+Z Strength Other 7.0.9D+E»+X ASCE 7-16 LRFD 0.761D+E+X Strength Other 7.0.9D+E»+X:S2 ASCE 7-16 LRFD 0.761D+ 2.5E+X Strength Other 7.0.9D+E»+Z ASCE 7-16 LRFD 0.761D+E+Z Strength Other 7.0.9D+E»+Z:S2 ASCE 7-16 LRFD 0.761D+2.5E+Z Strength Other Nodal Supports Name I Fix DX I Fix DY I Fix DZ I Fix RX I Fix RY I Fix RZ B1 Yes No Yes No No No B3 Yes No Yes No No No Cl Yes No Yes No No No C2 Yes No Yes No No No C3 Yes No Yes No No No C4 Yes No Yes No No No C5 Yes No Yes No No No C6 Yes No Yes No No No Member Loads, Uniform Member Service Case Direction Magnitude Full Length? I Start Offset End Offset I Projected? I Predefined Load ft ft R1 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R1 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R2 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R2 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R3 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R3 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R4 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R4 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R5 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R5 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R6 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R6 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R7 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R7 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R8 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R8 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R9 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R9 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. R10 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R10 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 3 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Roof Ladders 1 and 2.vap Saturday,April 20, 2024 8:01 PM Member Loads, Uniform(continued Member) Service Case Direction Magnitude Full Length? Start Offset End Offset I Projected? I Predefined Load ft ft R11 E+X Force X 1.90 lb/ft Yes 0.00 2.00 No N.A. R11 E+Z Force Z 1.90 lb/ft Yes 0.00 2.00 No N.A. SR1 E+X Force X 6.40 lb/ft Yes 0.00 10.83 No N.A. SR1 E+Z Force Z 6.40 lb/ft Yes 0.00 10.83 No N.A. SR4 E+X Force X 6.40 lb/ft Yes 0.00 10.83 No N.A. SR4 E+Z Force Z 6.40 lb/ft Yes 0.00 10.83 No N.A. Nodal Loads Node I Service Case I Type&Direction I Magnitude I Predefined Load N15 L4 Force X -100.00 lb N.A. N15 L5 Force Z -100.00 lb N.A. N25 L1 Force X -100.00 lb N.A. N25 L2 Force X -100.00 lb N.A. N25 L3 Force Z -100.00 lb N.A. N33 L4 Force X -100.00 lb N.A. N33 L5 Force Z -100.00 lb N.A. N43 Ll Force X -100.00 lb N.A. N43 L2 Force X -100.00 lb N.A. N43 L3 Force Z -100.00 lb N.A. Node Reactions Node Result Case I lb I FY lb lFZ b lb-ft I IMY I lb-ft C3 2. 1.2D+1.6L+0.5Lr(#2) 252.78 0.00 -78.06 0.00 0.00 0.00 C3 6. 1.2D+E+L+0.2S(#2)»+Z:S2 115.45 0.00 -105.83 0.00 0.00 0.00 C3 All Load Cases High Extreme 252.78 0.00 209.68 0.00 0.00 0.00 C3 All Load Cases Low Extreme -81.30 0.00 -105.83 0.00 0.00 0.00 C3 LRFD Envelope High Extreme 252.78 0.00 209.68 0.00 0.00 0.00 C3 LRFD Overstrength Envelope Low Extreme -81.30 0.00 -105.83 0.00 0.00 0.00 C5 6. 1.2D+E+L+0.2S(#1)»(+X+30%+Z):52 -107.70 0.00 -54.27 0.00 0.00 0.00 C5 All Load Cases Low Extreme -107.70 0.00 -98.95 0.00 0.00 0.00 C5 LRFD Overstrength Envelope Low Extreme -107.70 0.00 -98.95 0.00 0.00 0.00 C6 2. 1.2D+1.6L+0.5Lr(#3) 18.43 0.00 214.38 0.00 0.00 0.00 C6 All Load Cases High Extreme 248.13 0.00 214.38 0.00 0.00 0.00 C6 LRFD Envelope High Extreme 248.13 0.00 214.38 0.00 0.00 0.00 Member Forces Membe Fx lb Fx)Max I Vy lbb I Vz lb Torsion rsi n My l Minft I Myl Max -ft x Mzl Min-ft I Mzl Max rBA1 -11.16(80) 24.05(83) 32.36(81) -1.52(80) 0.00(83) 0.00(82) 0.22(81) -5.12(80) 1.21(83) BA3 -461.66(80) 2.05(81) 32.36(81) -24.05(82) -5.12(80) -3.84(82) 2.05(81) -1.28(82) 5.39(81) VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 4 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Roof Ladders 1 and 2.vap Saturday,April 20, 2024 8:01 PM Member Forces(continued) Membe Fxlb Min FxIMax I Vy lbb I Vz lb I Torsion I Mylb-ftb-ft in My Max I Mzlb-ft Min-ft Mzl Max rBA5 -489.01(80) 1.30(83) -25.08(80) -25.33(82) -3.97(80) -4.43(82) 0.08(83) -4.18(80) 2.99(83) R5 -4.95(82) 10.62(81) -3.62(80) -10.51(82) 0.33(83) -9.17(82) 9.14(83) -1.91(80) 1.72(81) SR1 -568.49(80) 604.30(81) -160.03(80) 163.79(81) -85.32(80) -265.25(80) 69.08(81) -122.92(80) 338.69(81) SR4 -656.16(80) 95.32(81) -160.00(80) 160.00(81) -85.43(80) -261.68(80) 70.40(81) -304.46(80) 317.43(81) UB3 -209.68(80) 105.83(83) -678.66 -252.78 0.00(81) -13.55(82) 42.13(81) -19.34(80) 112.94(81) (80) (80) UB6 -81.30(82) 252.78(81) 677.63 -209.68(80) 112.94(81) -121.85(80) 42.74(83) -68.75(80) 394.24(81) (81) UB9 -92.25(82) 248.13(81) -618.94(80) -214.38(80) 102.56(81) -121.98(80) 42.96(83) -360.01(80) 31.71(83) UB12 -89.83(82) 214.38(81) 615.36(81) 248.13 0.00(80) -41.35(80) 15.37(83) -102.56(80) 9.39(83) (81) Design Groups Name Max Unity Membel Design Shape Design Material Specification Enabled 1 Overstrength rs Base Angles 0.03 4 Rectangle 3.5 x 0.313 ASTM A36 AISC 360-22 LRFD Enabled Normal Rungs 0.76 11 Circle 0.75 ASTM A706 Grade 60 AISC 360-22 LRFD Enabled Normal Side Rails 0.55 2 Rectangle 3 x 0.5 ASTM A36 AISC 360-22 LRFD Enabled Normal Upper Support 0.59 12 Rectangle 4 x 0.375 Varies AISC 360-22 LRFD Enabled Normal Angles Upper Support Angles: 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:Varies Specification:AISC 360-22 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 Upper Support Angles:Torsion Shear Check Memb Section Offset Result Case Demand Capacity Tau Code Unity Details er ft Tau psi Reference Check psi UB4 Rectangle 4 x 0.375 0.00 2. 1.2D+1.6L+0.5Lr(#5) 1938.81 19440.00 H3-8 0.10 Tr=28.6 lb-ft, Venant Shear= 1939 psi VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 5 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Roof Ladders 1 and 2.vap Saturday,April 20, 2024 8:01 PM Upper Support Angles:Combined Check Memb Section Offset Result Case Deman Capacity Code Unity Details er ft I d I Reference I Check KLz=0.583 ft, KLy=0.483 ft, KL(torsion)=0.583 ft, Lb=0.583 ft, UB6 Rectangle 4 x 0.375 0.58 2. 1.2D+1.6L+0.5Lr(#3) 0.42 1.00 H1-lb 0.42 Axial Unity=0, Mz Unity= 0.097, My Unity=0.321,Kz= 1, Ky=0.827,K(torsion) = 1, Cb= 1.67 Upper Support Angles:Axial Check Membe Section Offset I Result Case Demand Fx Capacity Fx I Code lUnity Check Details r ft lb lb Reference UB6 Rectangle 4 x 0.375 0.00 2. 1.2D+1.6L+0.5Lr(#2) 252.78 48600.00 D2-1 0.01 Upper Support Angles: Strong Flexure Check Memb Section Offset Result Case Demand Capacity Mz Code Unity Details er ft Mz lb-ft Reference Check lb-ft UB6 Rectangle 4 x 0.375 0.58 2. 1.2D+1.6L+0.5Lr(#3) 394.24 4050.00 Fll-1 0.10 Lb=0.583 ft,Cb= 1.67 Upper Support Angles:Weak Flexure Check Member) Section Offset Result Case Demand My I Capacity My I Code Reference Unity Check Detail ft lb-ft lb-ft s UB9 Rectangle 4 x 0.375 0.58 2. 1.2D+1.6L+0.5Lr(#3) -121.98 379.69 F11-1 0.32 Upper Support Angles: Strop Shear Check Memb Section Offset Result Case Demand Capacity Vy Code Unity Details er ft Vy lb Reference Check lb UB6 Rectangle 4 x 0.375 0.00 2. 1.2D+1.6L+0.5Lr(#3) 677.63 29160.00 G4-1 0.02 Shear Area= 1.5 in^2,Cv= 1 Upper Support Angles:Combined Torsion Check Memb Section Offset Result Case Capacity Code Reference Unity Details er I ft 1Deman d Check Tr= 113 lb-ft, Torsion Shear Stress Unity= UB6 Rectangle 4 x 0.375 0.58 2. 1.2D+1.6L+0.5Lr(#3) 0.59 1.00 H3-7 and H3-8 0.59 0.394, Axial Unity=0, Bending Unity= 0.418, Flexural Shear Unity= 0.023 Upper Support Angles: Weak Shear Check Memb) Section Offset I Result Case (Demand Vz Capacity Vz I Code Unity I Details er ft lb lb Reference Check UB5 Rectangle 4 x 0.375 0.58 2. 1.2D+1.6L+0.5Lr(#5) -129.68 29160.00 G4-1 0.00 Shear Area= 1.5 in^2,Cv= 1 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 6 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Roof Ladders 1 and 2.vap Saturday,April 20, 2024 8:01 PM Side Rails: 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 A36 Bracing Specification:AISC 360-22 LRFD Lateral Top( y)'+ Set Lu Composite Beam?: False Torsional Bracing Seismic Compactness: Not Ductile Length: 1 ft p Lateral Bottom Set Lu Lateral Top(+y):True ( Check Constrained Axis FTB?: False Length: 1 ft Lateral Bottom(-y):True Overstrength?: False Strong(z): Set Lu Strong(z):True Live Load Reduction: None Length: 3.5 ft Disable Checks?: False g Check Level: Each Limit State Side Rails: Combined Torsion Check Memb Section Offset Result Case 1Demant Capacity Code Reference Unity Details er ft d I Check Tr=36.5 lb-ft, Torsion Shear Stress Unity=0.1, SR1 Rectangle 3 x 0.5 8.86 2. 1.2D+1.6L+0.5Lr(#3) 0.55 1.00 H3-7 and H3-8 0.55 Axial Unity=0.002, Bending Unity=0.539, Flexural Shear Unity=0.006 Side Rails: Combined Check Memb Section Offset Result Case Deman Capacity I Code Unity Details er ft d Reference Check KLz=3.5 ft, KLy= 1 ft, KL(torsion)= 1 ft,Lb= 1 ft, Axial Unity=0.002, SR1 Rectangle 3 x 0.5 8.86 2. 1.2D+1.6L+0.5Lr(#3) 0.54 1.00 Hi-lb 0.54 Mz Unity=0.018, My Unity=0.521, Kz= 1, Ky= 1,K(torsion) = 1, Cb= 1.03 Side Rails: Axial Check Memb Section Offset Result Case Demand Capacity Fx Code Unity Details er ft Fx lb Reference Check lb KLz=3.5 ft,KLy= 1 ft, KL(torsion)= 1 ft, SR4 Rectangle 3 x 0.5 5.38 2. 1.2D+1.6L+0.5Lr(#3) 656.06 33775.82 E3-2 0.02 Fn =25019 psi, Fe(E3-4)=41409 psi, Kz= 1, Ky= 1,K(torsion) = 1 Side Rails: Strong Flexure Check Memb Section Offset Result Case Demand Capacity Mz Code Unity Details er ft Mz lb-ft Reference Check lb-ft SR1 Rectangle 3 x 0.5 8.83 2. 1.2D+1.6L+0.5Lr(#3) 338.69 3037.50 F11-1 0.11 Lb= 1 ft,Cb= 1.03 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 7 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Roof Ladders 1 and 2.vap Saturday,April 20, 2024 8:01 PM Side Rails: Weak Flexure Check Membe Section Offset Result Case I Demand My Capacity My I Code Reference Unity Check (Detail r ft lb-ft lb-ft s SR1 Rectangle 3 x 0.5 8.86 2. 1.2D+1.6L+0.5Lr(#3) -263.88 506.25 F11-1 0.52 Side Rails: Weak Shear Check Memb Section Offset Result Case Demand Capacity Vz Code Unity Details er ft Vz lb Reference Check lb SRl Rectangle 3 x 0.5 9.33 2. 1.2D+1.6L+0.5Lr(#3) 163.79 29160.00 G4-1 0.01 Shear Area= 1.5 in^2,Cv= 1 Side Rails: Strong Shear Check Membl Section Offset I Result Case Demand Vy Capacity Vy I Code I Unity I Details er ft lb lb Reference Check SR4 Rectangle 3 x 0.5 10.33 2. 1.2D+1.6L+0.5Lr(#1) -160.00 29160.00 G4-1 0.01 Shear Area= 1.5 in^2,Cv= 1 Rungs: 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 A706 Grade 60 Specification:AISC 360-22 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 Run s:Torsion Shear Check Mem Section Offset Result Case Demand Capacity Tau Code Unity Details ber ft Tau psi Reference Check psi R10 Circle 0.75 0.00 2. 1.2D+1.6L+0.5Lr(#3) 1362.88 32400.00 H3-1 0.04 Tr= 9.41 lb-ft, Venant Shear= 1363 psi Rungs: Combined Check Membl Section Offset I Result Case Deman Capacity I Code Unity Check Details er ft d Reference KLz=2 ft,KLy= 2 ft, KL(torsion)= 2 ft, Lb=2 ft, Axial Unity=0, R8 Circle 0.75 1.00 2. 1.2D+1.6L+0.5Lr(#1) 0.76 1.00 H1-lb 0.76 Mz Unity=0.755, My Unity=0,Kz= 1, Ky= 1, K(torsion)= 1, Cb= 1.34 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 8 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Roof Ladders 1 and 2.vap Saturday,April 20, 2024 8:01 PM Rungs:Axial Check Memb Section Offset Result Case Demand Capacity Fx Code Unity Check Details er ft Fx lb Reference lb KLz= 2 ft,KLy= 1.23 ft, KL(torsion) = 2 ft, R6 Circle 0.75 0.00 2. 1.2D+1.6L+0.5Lr(#1) 33.82 6091.61 E3-3 0.01 Fn= 15321 psi, Fe(E3-4) = 17469 psi, Kz= 1, Ky=0.614,K(torsion)= 1 Rungs_ : Strong Flexure Check Mem Section Offset Result Case Demand Capacity Mz Code Unity Details ber ft Mz lb-ft Reference Check lb-ft R8 Circle 0.75 1.00 2. 1.2D+1.6L+0.5Lr(#1) 225.11 298.21 F11-2 0.75 Lb=2 ft,Cb= 1.34 Rungs:Weak Flexure Check Membe Section I Offset Result Case I Demand My I Capacity My Code Reference Unity Check Detail r ft lb-ft lb-ft s R11 Circle 0.75 2.00 2. 1.2D+1.6L+0.5Lr(#3) 18.67 298.21 F11-2 0.06 Rungs: Strong Shear Check Memb Section Offset Result Case Demand Capacity Vy Code Unity Details er ft Vy lb Reference Check lb R1 Circle 0.75 0.00 2. 1.2D+1.6L+0.5Lr(#5) 425.84 14313.88 G4-1 0.03 Shear Area=0.442 in^2 Run s: Weak Shear Check Mem Section Offset Result Case Demand Capacity Vz Code Unity Details ber ft Vz lb Reference Check lb R9 Circle 0.75 2.00 2. 1.2D+1.6L+0.5Lr(#3) 14.90 14313.88 G4-1 0.00 Shear Area =0.442 inA2 Base Angles: 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 A36 Specification:AISC 360-22 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 VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 9 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Roof Ladders 1 and 2.vap Saturday,April 20, 2024 8:01 PM Base Angles:Torsion Shear Check Memb Section Offset Result Case Demand Capacity Tau Code Unity Details er ft Tau psi Reference Check psi BA3 Rectangle 3.5 x 0.313 0.00 2. 1.2D+1.6L+0.5Lr(#5) 570.24 19440.00 H3-8 0.03 =-5.12 lb-ft, Venant Shear= 570 psi Base Angles:Combined Check Memb Section Offset I Result Case Deman 1 Ca pacity I Code Unity Details er ft d Reference Check KLz=0.167 ft,KLy=0.152 ft, KL(torsion)=0.167 ft, Lb=0.167 ft, BA3 Rectangle 3.5 x 0.313 0.17 2. 1.2D+1.6L+0.5Lr(#5) 0.02 1.00 H1-lb 0.02 Axial Unity=0.011, Mz Unity=0.002, My Unity=0.009,Kz= 1, Ky=0.911,K(torsion)= 1, Cb= 1.67 Base Angles:Axial Check Memb Section Offset Result Case Demand Capacity Fx Code Unity Details er ft Fx lb Reference Check lb KLz=0.167 ft,KLy=0.152 ft, KL(torsion)=0.167 ft, BA5 Rectangle 3.5 x 0.313 0.00 2. 1.2D+1.6L+0.5Lr(#3) 489.01 34684.38 E3-2 0.01 Fn =35235 psi, Fe(E3-4)=701444 psi,Kz= 1, Ky=0.911,K(torsion)= 1 Base Angles: Strong Flexure Check Memb Section Offset Result Case Demand Capacity Mz Code Unity Details er ft Mz lb-ft Reference Check lb-ft BA3 Rectangle 3.5 x 0.313 0.17 2. 1.2D+1.6L+0.5Lr(#5) 5.39 2583.98 F11-1 0.00 Lb=0.167 ft,Cb= 1.67 Base Angles:Weak Flexure Check Member Section I Offset I Result Case I Demand My! Capacity My Code Reference I Unity Check 1Detail ft lb-ft lb-ft s BA5 Rectangle 3.5 x 0.313 0.17 6. 1.2D+E+L+0.2S(#4) -2.10 230.71 F11-1 0.01 Base Angles: Strong Shear Check Memb Section Offset Result Case Demand Capacity Vy Code Unity Details er ft Vy lb Reference Check lb BA1 Rectangle 3.5 x 0.313 0.16 2. 1.2D+1.6L+0.5Lr(#5) 32.36 21262.50 G4-1 0.00 Shear Area= 1.09 in^2,Cv= 1 BA3 Rectangle 3.5 x 0.313 0.17 2. 1.2D+1.6L+0.5Lr(#5) 32.36 21262.50 G4-1 0.00 Shear Area= 1.09 in^2,Cv= 1 Member Unity Checks Membe Section Unity Check Status I Result Case I Code Reference Type I Design Group r BA1 Rectangle 3.5 x 0.313 0.00 Pass 2. 1.2D+1.6L+0.5Lr(#5) H1-lb Combined Check Base Angles VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 10 of 11 S&C ENGINEERING LLC DIMITRY REZNIK C:\Users\olgar\S&C Engineering, LLC\PROJECTS\...\Roof Ladders 1 and 2.vap Saturday,April 20, 2024 8:01 PM Member Unity Checks(continued) Membe Section Unity Check Status I Result Case Code Reference I Type I Design Group r BA3 Rectangle 3.5 x 0.313 0.03 Pass 2. 1.2D+1.6L+0.5Lr(#5) H3-8 Torsion Shear Base Angles Check BA5 Rectangle 3.5 x 0.313 0.02 Pass 2. 1.2D+1.6L+0.5Lr(#5) H3-8 Torsion Shear Base Angles Check BA7 Rectangle 3.5 x 0.313 0.00 Pass 2. 1.2D+1.6L+0.5Lr(#5) H1-lb Combined Check Base Angles R1 Circle 0.75 0.32 Pass 2. 1.2D+1.6L+0.5Lr(#4) H1-lb Combined Check Rungs R2 Circle 0.75 0.03 Pass 2. 1.2D+1.6L+0.5Lr(#5) Hi-lb Combined Check Rungs R3 Circle 0.75 0.03 Pass 2. 1.2D+1.6L+0.5Lr(#5) H1-lb Combined Check Rungs R4 Circle 0.75 0.03 Pass 2. 1.2D+1.6L+0.5Lr(#5) Hl-lb Combined Check Rungs R5 Circle 0.75 0.03 Pass 2. 1.2D+1.6L+0.5Lr(#5) H1-lb Combined Check Rungs R6 Circle 0.75 0.03 Pass 2. 1.2D+1.6L+0.5Lr(#5) H1-lb Combined Check Rungs R7 Circle 0.75 0.03 Pass 2. 1.2D+1.6L+0.5Lr(#5) H1-lb Combined Check Rungs R8 Circle 0.75 0.76 Pass 2. 1.2D+1.6L+0.5Lr(#1) H1-lb Combined Check Rungs R9 Circle 0.75 0.06 Pass 2. 1.2D+1.6L+0.5Lr(#3) H1-lb Combined Check Rungs R10 Circle 0.75 0.10 Pass 2. 1.2D+1.6L+0.5Lr(#3) H1-lb Combined Check Rungs R11 Circle 0.75 0.12 Pass 2. 1.2D+1.6L+0.5Lr(#3) H1-lb Combined Check Rungs SR1 Rectangle 3 x 0.5 0.55 Pass 2. 1.2D+1.6L+0.5Lr(#3) H3-7 and H3-8 Combined Torsion Side Rails Check SR4 Rectangle 3 x 0.5 0.54 Pass 2. 1.2D+1.6L+0.5Lr(#3) H3-7 and H3-8 Combined Torsion Side Rails Check UB1 Rectangle 4 x 0.375 0.01 Pass 2. 1.2D+1.6L+0.5Lr(#4) H1-lb Combined Check Upper Support Angles UB2 Rectangle 4 x 0.375 0.03 Pass 2. 1.2D+1.6L+0.5Lr(#4) H1-lb Combined Check Upper Support Angles UB3 Rectangle 4 x 0.375 0.07 Pass 2. 1.2D+1.6L+0.5Lr(#2) H1-lb Combined Check Upper Support Angles UB4 Rectangle 4 x 0.375 0.10 Pass 2. 1.2D+1.6L+0.5Lr(#5) H3-8 Torsion Shear Upper Support Angles Check UB5 Rectangle 4 x 0.375 0.18 Pass 2. 1.2D+1.6L+0.5Lr(#5) H1-lb Combined Check Upper Support Angles UB6 Rectangle 4 x 0.375 0.59 Pass 2. 1.2D+1.6L+0.5Lr(#3) H3-7 and H3-8 Combined Torsion Upper Support Angles Check UB7 Rectangle 4 x 0.375 0.08 Pass 2. 1.2D+1.6L+0.5Lr(#5) H1-lb Combined Check Upper Support Angles UB8 Rectangle 4 x 0.375 0.20 Pass 2. 1.2D+1.6L+0.5Lr(#5) H3-7 and H3-8 Combined Torsion Upper Support Angles Check UB9 Rectangle 4 x 0.375 0.55 Pass 2. 1.2D+1.6L+0.5Lr(#3) H3-7 and H3-8 Combined Torsion Upper Support Angles Check UB10 Rectangle 4 x 0.375 0.01 Pass 2. 1.2D+1.6L+0.5Lr(#4) H1-lb Combined Check Upper Support Angles UB11 Rectangle 4 x 0.375 0.03 Pass 2. 1.2D+1.6L+0.5Lr(#4) H1-lb Combined Check Upper Support Angles UB12 Rectangle 4 x 0.375 0.07 Pass 2. 1.2D+1.6L+0.5Lr(#1) H1-lb Combined Check Upper Support Angles VisualAnalysis 22.00.0002,Advanced www.iesweb.com Page 11 of 11 DESIGN OF CONNECTIONS - ROOF LADDERS • RUNGS CONNECTION TO SIDE RAILS Maximum shear Vu 430 lb Rungs connection to side rails, shear and bearing check,AISC 360-16 Design Method ASD Minimum Thickness of Connected Material t 0.5 Is Deformation at Bolt Hole a Design Consideration? No Is Load Perpendiculat to Long-Slotted Hole? NIA Tensile Strength of Connected Material (ksi) F, 58 Dist.from Edge of Hole to Edge of Material In 12 Distance in the direction of the load Rebar Grade 60 Nominal Rebar Diameter(in) Db 0.75 Nominal Rebar Area (in2) Ab 0.44 Ab=rtD2/4 Nominal Tensile Stress(ksi) Fnt 67.5 AISC 360-16, Table J3.2, 0.75F, Nominal Shear Stress(ksi) Fvt 45 AISC 360-16, Table J3.2, 0.5F, Nominal Tensile Strength of one Rebar(Ib) Rnt 29821 AISC 360-16, Eq.J3-1 Nominal Shear Strength of one Rebar(Ib) Rny 19880 AISC 360-16, Eq.J3-1 Nominal Bearing Strength at one Rebar(Ib) Rn,b 65250 AISC 360-16, Eq.J3-6a through f Nominal Tearout Strength at one Rebar(Ib) Rn,tear 522000 AISC 360-16, Eq.J3-6a through f Number of Rebar N 1 Safety Factor O 2 Allowable Shear Strength (Ib) Rnv NM 9900 Rounded down to nearest 100 lb Allowable Bearing Strength(Ib) Rnb N/0 32600 Rounded down to nearest 100 lb Allowable Tearout Strength(Ib) Rn,tear N/U 261000 Rounded down to nearest 100 lb Shear Utilization: 430 /9900= 0.04 <_1.0, PASS Bearing Utilization: 430 /32600= 0.01 <_1.0, PASS Tearout Utilization: 430 1261000= 0.00 _<1.0, PASS • CONNECTIONS AT WALL SUPPORT ANGLES Maximum Moment in angle M„,Z 4730 lb-in :Maximum Moment in angle Mu,y 1465 lb-in ;Torsion Moment in angle Mu,t 1355 lb-in :Maximum Vertical Sher in angle VI, 680 lb :Maximum Pull Away Force on Angle Tu 255 lb Moment arm about z axis sZ 4.00 in Moment arm about y axis sy 2.00 in Agnle overlap length with side rails so 2.50 in Load on weld due to M,,,Z VZ 473 lb/in VZ=Mo,Z/(sz so) Load on weld due to Mu,y Vy 733 lb/in Vy=M,,,y/sy Load on weld due to Mo,t Vt 136 lb/in Vt=MU,t/(sz so) 'Combined load on Weld VZ+Vy+Vt 1341 lb/in I (conservatively added) 'Resultant Force on Lag Screw Ru 726 lb/in I Ru= J(Vy2 +TU2) :Resultant Force Angle 9 21 deg Fillet Weld (AISC 360-16) Design Method LRFD Material 1 Thickness(in) tmetal 1 0.3125 Material 2 Thickness(in) tmetal2 0.5 Leg Size(in) w 0.25 Min. Leg Size(in) wm;n 0.1875 (AISC 360,Table J2.4) Weld Throat Thickness(in) tw 0.177 tw=0.707w Weld Effective Length(in) L 1 Eff.weld length< 100 x weld size Minium Weld Length(in) 1 AISC 360-16, Section J2.b(c) Weld Effective Area(in) AWe 0.177 Awe=tw L Filler Metal Classification Strength, (ksi) FExx 70 Load direction with respect to weld axis(deg e 0 Nominal stress of weld material(ksi) Fnw 42 Stress of weld material at angle 6 (ksi) Fnw,e 42 Nominal weld strength(Ib) Rn 7434 Rn= Fnw,e Awe Resistance Factor 0.75 Design Strength of Weld(Ib) 4)Rn 5500 Rounded down to nearest 100 lb Weld Utilization: 1341 /5500= 0.24 5 1.0, PASS Steel Plate to Wood Lag Screw Connection, Sinigle Shear- 2018 NDS Design Method LRFD Load duration factor CD 1.00 Steel plate thickness 0.375 Wet use factor CM 1.00 Lag Screw Diameter, in D 0.5 Geometry factor Co 1.00 Lag Screw Material (ASTM) A307 Format conversion factor KF 3.32 Thread Excluded from Shear Plane Yes Resistance factor 4) 0.65 Number of Lag Screws N 1 Time effect factor A 0.8 Wood specific gravity G 0.5 Nominal Bolt Area(in2) Ab 0.20 Reference Laterarl Design Value, lb/in Z 460 Nominal Shear Stress(ksi) Fvt 27 Adjusted Lateral Design Value, lb/in Z' 794 Nominal Shear Strength of 1 Bolt Rrn 5301 ;Design...Shear Strength(Ib)..........................................................................................N Z' 794 Bolt Strength Resistance Factor 4) 0.75 Bolt Design Shear Strength(Ib) cpRnv N 3900 Rounded down to nearest 100 lb Wood Connection) Check: 680 1794= 0.86 <_1.0, PASS Lag Screw Shear Check: 680 /3900= 0.17 <_1.0, PASS Lag Screws Withdrawal,2018 NDS Design Method LRFD Load duration factor CD 1.15 Lag screw diameter, in D 0.5 Wet use factor CM 1.00 Lag Screw Material(ASTM) A307 Format conversion factor KF 3.32 Thread penetration into receiving member, it p 2.1875 Resistance factor 4) 0.65 Number of screws N 1 Time effect factor A 0.8 Wood specific gravity G 0.5 Reference Withdrawal Design Value, lb/in W 378 Nominal Lag Screw Area (in2) Ab 0.20 Adjusted Withdrawal Design Value, lb/in W' 653 Nominal Tensile Stress(ksi) Fit 45 Adjusted Withdrawal Design Value, lb W'p 1429 Nom.Tensile Strength of one Lac Rnt 8836 'Design Withdrawal Strength(Ib) N W'p 1429 Screw Strength Resistance Factor 4) 0.75 Screw Design Tensile Strength (Ib) cpRnt N 6600 Rounded down to nearest 100 lb Withdrawal Check: 255 11429= 0.18 <_1.0, PASS Lag Strength Check: 255 16600= 0.04 <_1.0, PASS Lag Screws Combinded Shear and Withdrawal,2018 NDS Design Method LRFD Load duration factor Co 1.00 Lag screw diameter, in D 0.5 Wet use factor CM 1.00 Lag Screw Material (ASTM) A307 Format conversion factor KF 3.32 Thread penetration into receiving member, it p 2.1875 Resistance factor 4) 0.65 Number of screws N 1 Time effect factor A 0.8 Wood specific gravity G 0.5 Load angle between head plane and load a 21 Reference Withdrawal Design Value, lb/in W 378 Nominal Lag Screw Area (in2) Ab 0.20 Adjusted Withdrawal Design Value, lb/in W' 653 Nominal Tensile Stress(ksi) Fnt 45 Adjusted Withdrawal Design Value, lb W'p 1429 Nom.Tensile Strength of one Lac Rnt 8836 :Design Withdrawal Strength (lb) N W'p 1429 Reference Lateral Design Value, lb Z 320 Adjusted Lateral Design Value, lb Z' 552 Lag Srew Connection Strength, lb N Za' 598 Utilization: 726 /1429= 0.51 <_1.0, PASS • BASE ANGLE CONNECTIONS Maximum Vertical Load Py 490 lb Maximum Horizontal Load Px 30 lb ;Resultant Force Ru 491 lb Fillet Weld (AISC 360-16) Design Method LRFD Material 1 Thickness(in) tmetal l 0.5 Material 2 Thickness(in) tmetal2 0.3125 Leg Size(in) w 0.25 Min. Leg Size(in) wmin 0.1875 (AISC 360, Table J2.4) Weld Throat Thickness(in) tw 0.177 tw=0.707w Weld Effective Length (in) L 9 Eff.weld length < 100 x weld size Minium Weld Length(in) 1 AISC 360-16, Section J2.b(c) Weld Effective Area(in2) AWe 1.593 Awe=tw L Filler Metal Classification Strength, (ksi) FExx 70 Load direction with respect to weld axis(deg A 0 Nominal stress of weld material(ksi) Fnw 42 Stress of weld material at angle a (ksi) Fnw,e 42 Nominal weld strength (Ib) Rn 66906 Rn= Fnw,e Awe Resistance Factor 4) 0.75 Design Strength of Weld(lb) 4)Rn 50100 Rounded down to nearest 100 lb Weld Utilization: 491 /50100= 0.01 <_1.0, PASS Steel Angle to Wood Bolted Connection, Single Shear- 2018 NDS Design Method LRFD Load duration factor CD 1.00 Steel plate(angle)thickness 0.3125 Wet use factor CM 1.00 Bold Diameter, in D 0.75 Geometry factor Cz, 1.00 Bolt Material (ASTM) A307 Format conversion factor KF 3.32 Thread Excluded from Shear Plane No Resistance factor 4) 0.65 Number of Bolts N 1 Time effect factor A 0.8 Wood specific gravity G 0.5 Nominal Bolt Area(in2) Ab 0.44 Reference Laterarl Design Value, lb/in Z 530 Nominal Shear Stress(ksi) F,t 27 Adjusted Lateral Design Value, lb/in Z' 915 Nominal Shear Strength of 1 Bolt Rnv 11928 :Design Shear Strength (Ib) N Z' 915 Bolt Strength Resistance Factor 4) 0.75 Bolt Design Shear Strength (lb) 4Rnv N 8900 Rounded down to nearest 100 lb Wood Connection) Check: 491 /915= 0.54 <_1.0, PASS Steel Bolt Shear Check: 491 /8900= 0.06 5 1.0, PASS