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REV1 REVIEWED BLD2023-0247+LOCKED Structural_Analysis_or_Calculations+5.31.2023_11.43.33_AM+3578455RIGHT e n g i n e e r s Las Vegas 1645 Village Center Cir. Suite 10 Las Vegas, NV 89134 702.933.7000 NV@wrightengineers.com wrightengineers.com STRUCTURAL CALCULATIONS PROJECT: KAPPEN REMODEL 22317 93rd PI. West. Edmonds, WA 98020 PROJECT No: 230119 CLIENT: Vertical Construction Group PREPARED BY: Arno) SUdhakar jadhav DATE: May 30, 2023 SHEET INDEX CALCULATIONS AV-7Digitally signed by Leo Brent Wright Date: 2023.05.31 09.08.54-&,=i�— ENGINEERED These calculations are the sole property of WRIGHT ENGINEERS and may not be reproduced in whole or part without written permission. Calculations are valid only for the above named project and are not IN THE USA valid unless engineer's authorized seal and signature are affixed. EXF4AES 3-19-2025 05/31 /2023 i S RIGHT a�rmgineers BASIS FOR DESIGN 1.1 BUILDING CODE: INTERNATIONAL BUILDING CODE 2018 1.2 ROOF LIVE LOAD: 20 PSF (REDUCIBLE) 1.3 FLOOR LIVE LOAD: 40 PSF TYP. FLOOR AND DECK 60 PSF CANTILEVERED BALCONY OR DECK 1.4 WIND LOAD: 98 MPH BASIC WIND SPEED IMPORTANCE FACTOR, Iw = 1.0 EXPOSURE B 1.5 SEISMIC LOAD: SEISMIC DESIGN CATEGORY D IMPORTANCE FACTOR, IE = 1.0 SITE CLASS D 1.6 SNOW LOAD: 25 PSF 2.1 FOUNDATION: DESIGNED PER RECOMMENDATIONS BY INTERNATIONAL BUILDING CODE 2018 CODE MINIMUMS. ALL FOOTINGS SHALL EXTEND A MINIMUM OF 18 INCHES BELOW PAD GRADE. ALLOWABLE DEAD PLUS LIVE LOAD SOIL PRESSURE = 1500 PSF. 3.1 CONCRETE: ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 PCF USING HARDROCK AGGREGATES. MINIMUM 28-DAY COMPRESSIVE STRENGTH, fc, USED FOR DESIGN = 2500 PSI. 4.1 REINFORCING STEEL: REBAR SHALL CONFORM TO ASTM A615 OR ASTM A706 (A706 REQ'D. FOR ALL REINFORCING TO BE WELDED) AND SHALL BE GRADE 60 (fy = 60 KSI) DEFORMED BARS U.N.O. REINFORCING IN SLABS ON GRADE MAY BE GRADE 40 (fy = 40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER U.N.O. ON PLANS OR DETAILS. 5.1 STRUCTURAL STEEL: STANDARD AND YIELD STRENGTH SHALL BE AS FOLLOWS U.N.O.: SHAPE: STANDARD: ROLLED WIDE FLANGE SECTIONS ASTM A992 OTHER STANDARD STEEL SHAPES AND ROLLED SECTIONS ASTM A36 BARS AND PLATES ASTM A36 PIPES ASTM A501 HOLLOW STRUCT. SECTIONS (RECT.) HOLLOW STRUCT. SECTIONS (ROUND) BOLTS (EXCEPT IN WOOD CONNECTIONS) NUTS WASHERS ANCHOR RODS OR ASTM A53 TYPE E OR S, GRADE B ASTM A500, GRADE C ASTM A500, GRADE C ASTM A325X ASTM A563 ASTM F436 ASTM F1554, GRADE 36 OR GRADE 55 WHERE NOTED (GRADE 55 RODS SHALL COMPLY WITH WELDABILITY SUPPLEMENT S1) Fy: 50 KSI 36 KSI 36 KSI 36 KSI 35 KSI 50 KSI 46 KSI 36 KSI 55 KSI WELDS E-70 SERIES --- THREADED ROD, EPDXY BOLTS, STUDS AND BOLTS IN WOOD CONNECTIONS ASTM A307 --- 6.1 SAWN LUMBER: SPECIES AND MINIMUM GRADE SHALL BE AS FOLLOWS U.N.O.: USE: SPECIES AND GRADE: 2X4 TOP PLATES DOUGLAS FIR STANDARD 2X4 STUDS (UP TO 10'-0"), BLOCKING DOUGLAS FIR STUD 2X4 STUDS (OVER 10'-0") DOUGLAS FIR No. 2 2X6 TOP PLATES DOUGLAS FIR No. 2 2X6 STUDS (OVER 10'-0") DOUGLAS FIR No. 2 2X6 STUDS (UP TO 10'-0"), BLOCKING DOUGLAS FIR STUD 6X BEAMS AND 6X POSTS DOUGLAS FIR No. 1 JOISTS, AND ALL OTHER SAWN LUMBER DOUGLAS FIR No. 2 6.2 GLB: GLULAM BEAMS (GLB) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 U.N.O. 6.3 PLYWOOD: C-D OR C-C SHEATHING CONFORMING TO THE FOLLOWING NOMINAL THICKNESS, SPAN RATING AND NAILING PATTERN U.N.O. NAILING IS ON CENTER SPACING: THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING: THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING: 3/8" 24/0 8d AT 6" 8d AT 12" 3/4" 48/24 10d AT 6" 10d AT 12" 7/16" 24/16 8d AT 6" 8d AT 12" 1" 60/48 10d AT 6" 10d AT 12" 15/32" 32/16 8d AT 6" 8d AT 12" 1 1/8" 60/48 10d AT 6" 10d AT 12" 6.4 NAILS: ALL NAILS EXCEPT 16d NAILS SHALL BE COMMON NAILS U.N.O. 16d NAILS MAY BE 16d SINKER, 16d BOX OR 12d COMMON U.N.O. Copyright WRIGHT ENGINEERS PROJECT: KAPPEN REMODEL No: 230119 SHEET: DESIGN DEAD LOADS SLOPED ROOF: ASPHALT SHINGLES 2.5 1/2" PLYWD 1.5 TRUSSES OR RAFTERS AT 24" O.C. 3.0 INSULATION 1.0 1/2" GYPBD CEILING 2.0 MECH & MISC 4.0 DL (PSF) : 14.0 FLOOR: FLOOR COVERING 1.5 3/4" PLYWD SHEATHING 2.5 TRUSSES OR JOISTS AT 24" O.C. 3.5 1/2" GYPBD CEILING 2.0 MECH & MISC 4.5 DL (PSF) : 14.0 EXTERIOR WALLS: 3/8" STUCCO 6.0 WALL SHEATHING 0.5 2x4 STUDS AT 16" O.C. 1.1 1/2" GYPBD 2.0 INSULATION 0.7 misc. 1.7 DL (PSF) : 12.0 STONE VENEER ADD (PSF DL) : 6 INTERIOR WALLS: 1/2" GYPBD 2.0 2x4 STUDS AT 16" O.C. 1.1 1/2" GYPBD 2.0 MISC. 1.9 DL (PSF) : 7.0 of RIGHT a�rmgineers PROJECT: KAPPEN REMODEL 230119 SHEET: RIGHT ia�rmgineelrs DESIGN SNOW LOADS ASCE7-16 CHAPTER 7 RISK CAT: II P9 (psf): 20 1 : 1 Pr (psf): 20 Ce : 1.0 Ps (psf): 20 Ct : 1.0 CS: 1.0 SNOW DRIFT LOADS AT LOWER ROOFS AND PROJECTIONS ASCE 7 SECTION 7.7, 7.8 Y (Pcf) 16.6 hb (ft): 1.20 LENGTH OF LOWER LENGTH ROOF OR CONTROLLING DRIFT OF UPPER PROJECTION PEAK PRESSURE ROOF / PARAPET WINDWARD LEEWARD AND WIDTH LOCATION hl (ft) h, (ft) h (ft) h (ft) hd (ft) Pd (psf) hd (ft) Pd (psf) Idd (psf) W (ft) Surcharge Load Due to Drltling Balanced Snow Load ... ................... FIGURE 7-8 CONFIGURATION OF SNOW DRIFTS ON LOWER ROOFS UNBALANCED SNOW LOAD WINDWARD LEEWARD (HIP & GABLE ROOFS) ASCE 7 SECTION 7.6.1 W (ft) (ft) Ps (psf) hd (ft) PS (psf) W (ft) ROOF PITCH= 0:12 0 0.00 0.00 0.00 0.00 0.00 SLIDING SNOW ASCE 7 SECTION 7.9 W (ft) Pslide (PSf) Wslide(ft) 10 5.33 15.00 PROJEcT: KAPPEN REMODEL 230119 SHEET: 5/9/23, 1:22 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. r RIGHT �rm�inee�r� 0 The ATC Hazards by Location website will not be updated to support ASCE t-zz. , iu uut iy, ATCHazards by Location Search Information Address: 22317 93rd PI W, Edmonds, WA 98020, USA Coordinates: 47.7964326,-122.3576076 Elevation: 385 ft Ti m e sta m p: 2023-05-09T20:21:37.953Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.28 MCER ground motion (period=0.2s) St 0.449 MCER ground motion (period=1.Os) SMS 1.535 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDg 1.024 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRg 0.911 Coefficient of risk (0.2s) CRt 0.896 Coefficient of risk (1.0s) PGA 0.544 MCER peak ground acceleration 1.2 Site amplification factor at PGA '3k ground acceleration Go gle CL 9 385 ft It Map data 9)2023 Report a map error ,PROJECT: KAPPEN REMODEL 4 No: 230119 1 /2 5/9/23, 1:22 PM ATC Hazards by Location TE 6 Long -period transition period (s) SsRT 1.28 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.405 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.101 Factored deterministic acceleration value (0.2s) S1 RT 0.449 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.502 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.844 Factored deterministic acceleration value (1.0s) PGAd 0.739 Factored deterministic acceleration value (PGA) See Section 11.4.8 RIGHT a�rmgineers The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. PROJECT: KAPPEN REMODEL 23011c3 ,h ARIGHT FIRST FLOOR PLAN SCALE: 1 /8"=1'-O" &�rmgineers R JOISTS FR PROJECT: KAFFEN REMODEL 6 No: 230119 SHEET: RIGHT a�rmgineers As per the existing conditions the shear wall has no holdowns. As the shear wall has no holddc uplift will be nullified due to the dead weight of the structure, Dead = Roof Weight (20psf•(11,5'/2)•13,33'/2) + Wall Weight (12psf•8'•10,25'/2) = 1259# T=C=M/d = M/10.25' = 1259# M = 12904,-150-ft Seismic/Wind Moment = Seismic Force • 8' Seismic/Wind Force = 12g04,150-ft/5' = 1613.09# PROJECT: KAPPEN REMODEL 230119 SHEET: Simpson Strong -Tie Yield -Link Moment Connection Design User Input for Various Design Limit States: Initial Link Check: Design Assumpsions DCR Limit tbf Check: 1.00 bf Check: 1.00 Lyield Check: 1.00 Panel Zone DCR: 1.00 Drift DCR: 1.00 Column Check (BLC Details): DCR Limit SCWL DCR: 1.00 DCR PZ: Stiffener DCR: 1.00 Column Flange DCR: 1.00 User Input for Material Properties: Beam: Column: Stiffener Plate: Fy= 50 ksi Fu=l 65 1 ksi Fy= 50 ksi Fu=l 65 ksi Fy= 50 ksi Fu= 65 ksi tstp_min= 0.375 in. Bot. Stiffener Depth (1-sided connection)= Full Depth User Input for Connection Welding Perferences: RIGHT &rmgineelrs Beam and Link Check (BLC Details): DCR Limit Beam bf, tbf DCR: 1.00 Link strength DCR: 1.00 Lyield Check: 1.00 tbrp_DCR: 1.00 brp_Bolt_DCR: 1.00 Link slip DCR: 1.00 Shear Plate Check (SPC Details): DCR Limit Beam Web DCR: 1.00 Shear Plate DCR: 1.00 Bolt DCR: 1.00 Fillet Weld DCR: 1.00 Shear Plate: Fy= 50 ksi Fu=l 65 ksi Doubler Plate: Fy= 50 ksi Fu= 65 ksi tdp_min= 0.375 in. Column Bracing at Beam Bot Flange (Yes/NO): NO Doubler PL to col web/Cont plate Weld:j Option_2131 Doubler placed between continuity plates 6" min 6" min Option 1 Option 2A Doubler PL to col flange weld: I Option_1 I Fillet Weld Use of Plug -weld for Doubler Plates? NO Option 2B `'ROJECT: KAFFEN REMODEL 2301n SHEET: Simpson Strong -Tie Load Combinations Yield -Link Moment Connection Design 02RICmIIIF Ei-_ rm W ii n e e r� Equivalent Lateral Force Method (RISA-3D/SAP2000 Load Combinations) Design Parameters f1= f2= P= Q= SDS= Total LC= 36 Design Check YL Load Multipliers Link Seismic Beam + Col. V -bm Wind Excel ID Load Combinations DL LL LR SL RL WL NL EL D EL Strength Drift (P+M) Gravity Defl. Tool ID SST C1 DL 1 0 0 0 0 0 0 0 0 O V O J SST C2 LL 0 1 0 0 0 0 0 0 0 SST_C3 LR 0 0 1 0 0 0 0 0 0 SST_C4 SL 0 0 0 1 0 0 0 0 0 SST C5 RL 0 0 0 0 1 0 0 0 0 SST C6 - WL 0 0 0 0 0 1 0 0 0 SST C7 N L 0 0 0 0 0 0 1 0 0 SST C8 EL D 0 0 0 0 0 0 0 1 0 SST C9 EL 0 0 0 0 0 0 0 0 1 SST LC01 1.4 DL + N L 1.4 0 0 0 0 0 1 0 0 x x x SST LCO2 1.2 DL + 1.6 LL + 0.5 LR + NL 1.2 1.6 0.5 0 0 0 1 0 0 x x x 4 SST_LC03 1.2 DL + 1.6 LL + 0.5 SL + NL 1.2 1.6 0 0.5 0 0 1 0 0 x x x SST_LC04 1.2 DL + 1.6 LL + 0.5 RL + NL 1.2 1.6 0 0 0.5 0 1 0 0 x x x SST_LC05 1.2 DL + 1.6 LR + f1 LL + N L 1.2 15 1.6 0 0 0 1 0 0 x x x SST LC06 1.2DL+1.6SL+ f1LL+NL 1.2 ).5 0 1.6 0 0 1 0 0 x x x SST LC07 1.2 DL+1.6 RL+f1 LL+NL 1.2 ).5 0 0 1.6 0 1 0 0 x x x SST LC08 (1.2 + 0.2*SDS)DL + f1*LL + f2*SL 1.4048 0.5 0.5 0.7 0.5 0 0 0 0 x x x 3 SST LC09 1.2 DL + 1.6 LR + 0.5 WL 1.2 0 1.6 0 0 0.5 0 0 0 ?, x x SST LC10 1.2 DL + 1.6 LR - 0.5 WL 1.2 0 1.6 0 0 -0.5 0 0 0 x x SST LC11 1.2 DL + 1.6 SL + 0.5 WL 1.2 0 0 1.6 0 0.5 0 0 0 x x 11 SST LC12 1.2 DL + 1.6 SL - 0.5 WL 1.2 0 0 1.6 0 -0.5 0 0 0 x x 12 SST LC13 1.2 DL + 1.6 RL + 0.5 WL 1.2 0 0 0 1.6 0.5 0 0 0 x x SST LC14 1.2 DL + 1.6 RL - 0.5 WL 1.2 0 0 0 1.6 -0.5 0 0 0 x x SST_LC15 1.2 DL+ 1.0 WL+f1 LL+0.5 LR 1.2 0.5 0.5 0 0 1 0 0 0 x x 9 SST LC16 1.2 DL - 1.0 WL + f1 LL + 0.5 LR 1.2 0.5 0.5 0 0 -1 0 0 0 x x 10 SST_LC17 1.2DL+1.0WL+ f1LL+0.5SL 1.2 0.5 0 0.5 0 1 0 0 0 x x SST LC18 1.2 DL - 1.0 WL + f1 LL + 0.5 SL 1.2 0.5 0 0.5 0 -1 0 0 0 x x SST LC19 1.2 DL+ 1.0 WL+ f1 LL+0.5 RL 1.2 0.5 0 0 0.5 1 0 0 0 x x SST LC20 1.2 DL - 1.0 WL + f1 LL + 0.5 RL 1.2 0.5 0 0 0.5 -1 0 0 0 x x SST LC21 0.9 DL + 1.0 WL 0.9 0 0 0 0 1 0 0 0 x x SST LC22 0.9 DL- 1.0 WL 0.9 0 0 0 0 -1 0 0 0 x x SST LC23 1.0 DL+0.5 LL+0.5 LR+0.7 WL 1.0 0.5 0.5 0 0 0.70 0 0 0 x 13 SST LC24 1.0 DL + 0.5 LL + 0.5 LR - 0.7 WL 1.0 0.5 0.5 0 0 -0.70 0 0 0 x 14 SST LC25 (1.2 + 0.2*SDS)DL + EL*rho + f1*LL + f2*SL 1.4048 0.5 0.5 0.7 0 0 0 0 1.3 �_ � •LA N x 5 SST LC26 (1.2 + 0.2 SDS)DL - EL*rho + f1*LL + f2* SL 1.4048 0.5 0.5 0.7 0 0 0 0 -1.3 x 6 SST LC27 (0.9 - 0.2 SDS) DL + EL* rho 0.6952 0 0 0 0 0 0 0 1.3 x SST_LC28 (0.9 - 0.2 SDS) DL - EL*rho 0.6952 0 0 0 0 0 0 0 -1.3 x SST_LC29 (1.2 + 0.2*SDS)DL + EL_D+ f1*LL + f2*SL 1.4048 0.5 0.5 0.7 0 0 0 1.0 0 x 1 SST LC30 (1.2+0.2SDS)DL-EL D+f1*LL+f2*SL 1.4048 0.5 0.5 0.7 0 0 0 -1.0 0 x 2 SST LC31 (0.9 - 0.2 SDS) DL + EL_D 0.6952 0 0 0 0 0 0 1.0 0 x SST LC32 (0.9 - 0.2 SDS) DL - EL_D 0.6952 0 0 0 0 0 0 -1.0 0 x SST LC33 (1.2 + 0.2 SDS)DL + OmegaEL + f1*LL + f2*SL 1.4048 0.5 0 0.7 0 0 0 0 2.5 x 7 SST LC34 (1.2 + 0.2 SDS)DL-OmegaEL + f1*LL + f2*SL 1.4048 0.5 0 0.7 0 0 0 0 -2.5 x 8 SST LC35 (0.9 - 0.2 SDS) DL+ OmegaEL 0.6952 0 0 0 0 0 0 0 2.5 x SST LC36 (0.9 - 0.2 SDS) DL - OmegaEL 0.6952 0 0 0 0 0 0 0 -2.5 x P R OJ ECT: KAPPEN REMODEL No: 230119 SHEET: Simpson Strong -Tie Yield -Link Moment Connection Design Job Name: 22317 93rd PI --> Please save an Excel File for EACH frame elevation Frame Elevation ID: 1 File Path: C:\temp sub path: C:\temp\22317 93rd PI\ file= I CAtemp\22317 93rd PI\Line 1.xlsm Typ. Roof Depth:1 3.500 in. Typ. Floor Depth: 1 3.500 in. Number of Stories 1 Typical Story Height: 11.938 ft HCAI? R= Cd= le= Omega-1 Rho=1 NO 6.5 4 1 2.5 1.3 Adjust Allowable Drift Aa/p?I NO Base= Pinned Extension below Base= 0.000 in. Number of Bays: 1 Typical Bay Span: 13.5 ft Initial Frame Information Base= Pinned Extension below Base= 0.000 in. RIGHI�r EtE� rm W n n e e ir- ,s Basic Gravity Loads: wDL—roof=l 0.115 1 klf Typical uniform dead load on ROOF/UPPER LEVEL beams wLL_roof= 0.115 klf Typical uniform live load on ROOF/UPPER LEVEL beams wDL_floor= klf Typical uniform dead load on FLOOR beams wLL_floor= klf Typical uniform live load on FLOOR beams SDS= 1.024 Short period design spectral response acceleration parameter OTHER Loads: Left End Right End wSL_roof: 0.14375 0.14375 klf, Typical uniform/Trapezoidal SNOW load (SL) on ROOF beams wRL_roof: 0 0 klf, Typical uniform/Trapezoidal RAIN load (RL) on ROOF beams vW roof= -0.075 klf f1= 0.5 f2= 0.7 Typical uniform wind load (W) on Roof beams (Vertical Load) [neg. v Live Load factor, See IBC 2018, 1605.2 Snow Load factor, See IBC 2018, 1605.2 PROJECT KAPPEN REMODEL [NO: 230119 [SHEET: Simpson Strong -Tie Initial Geometry and Yield -Link Moment Connection Design Conn. Rotational Stiffness PURIGHIF Frame Geometry Fixed Story Left Left Beam Assign Assign Elev Column Base Col Beam Beam Link Grid ID Story Height Beam Bay Span Link at Link at ID size width -to- ID Size Size (in.) Size (in.) I_End J_End thickness DCR 1 A Storyl N/A N/A W8X48 N/A 1 B Storyl 1 143.256 W12X35 166 W8X48 N/A 1001 W12X35 YL4-2 YES YES n e e r � C„__' ";_Id -Link Tool P R OJ ECT: KAPPEN REMODEL 230119 S H E ET: Simpson Strong -Tie Initial Geometry and Yield -Link Moment Connection Design Conn. Rotational Stiffness PURIGHIF 1. INITIAL YIELD -LINK SELECTION SUMMARY Initial Initial Initial Link PZ PZ Beam Slope Elev Mu -link Vgravity Pu-sp Initial tbf K. (kip phi * Mn Mcaplink Grid ID Story bbf bcf Ly-link Strength I -End J-End —rot _ Condition ID (kip -in.) (kips) (kips) check in./rad) (kip -in.) (kip -in.) check check check DCR Col. DCR Col. DCR W' per foot) 1 A Storyl 1 B Storyl 0.77 i 0.88 i 0.80 i 0.69 1 0.44 1 0.85 0.85 2.51E+05 585 1014 0.00 n e e r � C„__' ";_Id -Link Tool PROJECT: KAPPEN REMODEL 230119 S H E ET: Simpson Strong -Tie Lateral Loads WARIGHIF Yield-Link Moment Connection Design ee rm g, M 113. LATERAL LOADS AND DEFLECTION PARAMETERS Total Column Story Fx Fx Ni Allowable Allowable Elev Story Location Height Frame Strength Drift Strength Drift Cd le Pi F wind — Drift ID ID (in.) Width (kips) (kips) (kips) Limit (kips) (kips) Limit (in.) 1 Storyl 1-A-Storyl 143.256 166 2.9 0.020 Hx 4 1 1 3.3 hx/400 n e e r _�s PROJECT: KAPPEN REMODEL [No. 230119 H E ET: Simpson Strong -Tie Drift Check Yield -Link Connection Design RlCjH�T ep r1 g P n e qe r-cs 2. DRIFT CHECK SUMMARY Frame Seismic Column Story Drift Allowable Allowable Elev Fx Drift Displacement SXe 8X Dri Drift Grid ID Story Location Height — Node Cd le Drift Drift ID (kips) (in.) (in.) (in.) DCR ID (in.) ID Limit (in.) [LC 1&2] 1 A Storyl 1-A-Storyl 143.256 2.86 2 0.413 4 1 1.651 0.020 Hx 2.87 0.576 P R OJ ECT: KAPPEN REMODEL 230119 [SHEET: Simpson Strong -Tie Drift Check Yield -Link Connection Design VMRICMH�r &� rm a ii n e e r -s 2a. Stability Check for P-delta Effects 2b. Wind deflection Frame Wind R Column Story Drift Allowable Allowable Wind Elev Pi PX Fx Vx hsx Stability (max Stability Fwind Displacement Drift ID Grid ID Story Location Height (kips) (kips) (kips) (kips) (in.) Coeff, 6 Link 9max 0, DCR _ Node Drift Drift Drift (kips) (in.) (in) ID (in.) DCR) ID Limit (in.) DCR [LC 1 1 A I Storyl I 1-A-Storyl 1 143.256 1 1 2.86 3 143 0.0010 1 0.13 1 0.008 1 3.33 2 0.337 hx/400 0.36 0.941 PROJECT: KAPPEN RE1" IODEL 230119 S H E ET: Simpson Strong -Tie Yield -Link Moment Connection Design Base Reactions RIG Ea rm Z ii HT n e e it �s Base Reactions (Column Nodes from Left to Right) Combo ID Load Combination Node Fx (kips) Fy (kips) M (k-in) Node Fx (kips) Fy (kips) M (k-in) SST C1 DL 1 0.1 1.6 0.0 3 -0.1 1.6 0.0 SST C2 LL 1 0.0 0.0 0.0 3 0.0 0.0 0.0 SST C3 LR 1 0.1 0.8 0.0 3 -0.1 0.8 0.0 SST C4 SL 1 0.1 1.0 0.0 3 -0.1 1.0 0.0 SST C5 RL 1 0.0 0.0 0.0 3 0.0 0.0 0.0 SST C6 WL 1 -1.7 -3.2 0.0 3 -1.6 2.2 0.0 SST C7 N L 1 -0.1 -0.1 0.0 3 -0.1 0.1 0.0 SST C8 EL D 1 -1.4 -2.3 0.0 3 -1.4 2.3 0.0 SST C9 EL 1 -1.4 -2.3 0.0 3 -1.4 2.3 0.0 SST LC03 1.2 DL + 1.6 LL + 0.5 SL + N L 1 0.1 2.3 0.0 3 -0.2 2.5 0.0 SST LC08 (1.2 + 0.2*SDS)DL + f1*LL + f2*SL 1 0.2 3.3 0.0 3 -0.2 3.3 0.0 SST LC11 1.2 DL + 1.6 SL + 0.5 WL 1 -0.6 1.9 0.0 3 -1.1 4.6 0.0 SST LC12 1.2 DL + 1.6 SL - 0.5 WL 1 1.1 5.1 0.0 3 0.5 2.4 0.0 SST LC17 1.2 DL + 1.0 WL + f1 LL + 0.5 SL 1 -1.5 -0.8 0.0 3 -1.8 4.5 0.0 SST LC18 1.2 DL - 1.0 WL + f1 LL + 0.5 SL 1 1.9 5.6 0.0 3 1.5 0.2 0.0 SST LC23 1.0 DL + 0.5 LL + 0.5 LR + 0.7 WL 1 -1.1 -0.3 0.0 3 -1.3 3.5 0.0 SST LC24 1.0 DL + 0.5 LL + 0.5 LR - 0.7 WL 1 1.3 4.2 0.0 3 1.0 0.5 0.0 SST LC25 (1.2 + 0.2*SDS)DL + EL*rho + f1*LL + f2*SL 1 -1.6 0.3 0.0 3 -2.1 6.3 0.0 SST LC26 (1.2 + 0.2 SDS)DL - EL*rho + f1*LL + f2* SL 1 2.1 6.3 0.0 3 1.6 0.3 0.0 SST LC29 (1.2 + 0.2*SDS)DL + EL D+ f1*LL + f2*SL 1 -1.2 1.0 0.0 3 -1.7 5.6 0.0 SST LC30 (1.2 + 0.2 SDS)DL - EL D+ f1*LL + f2* SL 1 1.7 5.6 0.0 3 1.2 1.0 0.0 SST LC33 (1.2 + 0.2 SDS)DL + OmegaEL + f1*LL + f2*SL 1 -3.4 -2.8 0.0 3 -3.8 8.6 0.0 SST LC34 (1.2 + 0.2 SDS)DL-OmegaEL + f1*LL + f2*SL 1 3.8 8.6 0.0 3 3.4 -2.8 0.0 PROJECT: KAPPEN REMODEL 23011 c3 SHEET: Simpson Strong -Tie Beam And Link Check RIGHIF Yield-Link Moment Connection Design [In. ee rm Z ii n e e re- --t, 3. BEAM AND YIELD -LINK CHECK SUMMARY Elev Beam Beam Mu -link tBRP Beam tf, bf BRP Bolt Link Beam Beam ID Grid ID Story ID Size Link Size (kip -in.) BRP Size DCR DCR DCR Strength Link Slip DCR Ly-link DCR b/t h/tw DCR r-, A Storyl 1001 W12X35 YL4-2 258 BRP4C 0.579 0.769 0.954 0.463 0.313 0.689 Compact Compact MRF ,.PROJECT: KAPPEN REMODEL [NO: 230119 I [SHEET: Simpson Strong -Tie Shear Plate Yield -Link Moment Connection Design Connection Check ef� rm w ii n e e ir s 4. SHEAR PLATE CHECK SUMMARY Shear Elev Grid Beam Beam Beam Bay Link PU_Sp Vg_LCoa V„=2Mpr/Lh Vg_LC01-07 No. vert. No. horz. Bolt Size Bolt SP Plate Weld Size Beam Plate Shear Bolt Fillet Story Span Thickness No. of SP Web Plate Shear Weld ID ID ID Size Size (kips) (kips) +V s g (kips) (kips) bolts bolts (in.) Type (in.) Geometry (in.) (in) DCR DCR DCR DCR Check 1 A Storyl 1001 W12X35 166 YL4-2 3.78 2.55 15.89 3 2 7/8 A325-N 3/8 1 1/4 0.241 OK 0.411 0.231 0.233 �P R OJ ECT: KAPPEN REMODEL 230119 S H E ET: Simpson Strong -Tie Column Check Summary RICmHIF Yield -Link Moment Connection Design E �-_ mi W ii n e e r_cs 5. COLUMN CHECK SUMMARY Stiffener Min. Min. Story Pu Bottom Doubler SCWB Column Pz Column Min. Stiff Min. Stiff Elev Column Required Stiffener Doubler Column Column Grid ID Story Height Column size Column Stiffener Plate DCR DCR Flange to flange to web ID Location (in.) (kips) Provided? Provided? for AISC Thickness Thickness Check Check Check fillet size fillet size b/t h/tw 360 J107 (in.) (in.) 1 A Storyl 1-A-Storyl 143.256 W8X48 YES NO NO 3/8 0 N/A 0.850 0.600 3/16 3/16 Compact Compact 1 B Storyl I 1-B-Storyl 143.256 W8X48 YES NO NO 3/8 0 N/A 0.850 0.600 3/16 3/16 Compact Compact PROJECT: KAPPEN REMODEL [No: 230119 [SHEET: Simpson Strong -Tie Yield -Link Moment Connection Design Weld Summary ORIGHT f„ F Col. Elev. Grid Story Column Left Shear PL Right Shear PL Stiff. PL Doubler PL 1A. Left ST to col flange Weld 1B. Righ ST to col flange Weld 2. STP to col web/DP weld 3. STP to col flange weld A Fil ID ID Id ID Size no. SP thickness, (in.) no. SP thickness, (in.) thickness, (in.)thickness, (in.) Fillet Size, (in.) # of sides PJP Size, (in.) # of sides Fillet Size, (in.) # of sides PJP Size, (in.) # of sides Fillet Size, (in.) # of sides Fillet Size, (in.) # of sides 1 1 A Storyl W8X48 N/A N/A 1 3/8 3/8 N/A N/A N/A N/A N/A 1/4 2 N/A N/A 3/16 2 3/16 2 N/A N/A N/A N/A N/A N/A 2 1 B Storyl W8X48 1 3/8 N/A N/A 3/8 N/A 1/4 2 N/A N/A N/A N/A N/A N/A 3/16 2 3/16 2 N/A N/A N/A N/A N/A N/A P R OJ ECT KAPPEN REMODEL N O : 230119 3H EET: Simpson Strong -Tie Beam P+M Check IZUGH�T Yield-Link Moment Connection Design 7. Preliminary Beam Design Summary Beam Bay Beam Mu Adj. Total Elev Beam Beam Link Lb Mcap_link Pu_sp Vu Mcap_Link/ Axial Flexural P+M V Grid ID Story Span Interm. Omega Flexure P+M ID ID Size Size (in.) (k-in) (kips) (kips) Mu_Omega DCR DCR DCR DCR (in.) Bracing (k-in) DCR DCR 1 1 A I Storvl 1 1001 1 W12X35 I YL4-2 1 166 1 152.5 1 1 1014 1 3.8 1 504 1 8 1 2.011 1 0.017 1 0.219 1 0.227 1 0.078 1 0.441 1 0.449 PROJ EC7 KAFFEN REMODEL 230119 [SHEET: Simpson Strong -Tie Beam P+M Check RIGH�F Yield-Link Moment Connection Design ee rm g,, 1- n e e it --s 7B. Beam Design Per Analysis Software (i.e. RISA 3D) with Mpr_Link Check Elev Beam Pu Mu Vu phi*Pn Phi*Mn Phi*Vn Mcap_link Mcap_iink/ Pu omega/ Mu_omega/ Mcap_iink/ Vu P+M Adi Grid ID Story Omega Omega Omega — P+M ID ID (kips) (kip -in) (kips) (kip -in) Phi*Mn Phi*Pn Phi*Mn Mu_ornega DCR DCR (kips) (k-in) (k-in) DCR --I 1 A Storyl 1001 1014 0.440 0.017 0.219 2.011 0.078 0.227 0.449 Excel YiE Version I- V .3.1 PROJECT: KAPPEN REMODEL 28 [No: 230119 I [SHEET: Simpson Strong -Tie Column Check Summary WARIGH�r Yield-Link Moment Connection Design e-_ rm M ii n e e f S 8. Preliminary Column Design Summary Col Elev Column Story Col Bracing Pu_S2 Vu — S2 Mu_S2(top) Mu_S2(bot.) Mu_S2(max) Axial Flexural P+M V Grid ID Story Height Column size at Bm Bot Cb Column Column Column Column Column ID ID Location (in.) Fig? (kips) (kips) (kip -in) (kip -in) (kip -in) DCR DCR DCR DCR 1 1 A Storyl 1-A-Storyl 143.256 W8X48 NO 504 0.019 0.260 0.270 0.041 2 1 B Storyl 1-13-Storyl 143.256 W8X48 NO 504 0.019 0.260 0.270 0.041 PROJECT: KAPPEN REMODEL 24 [No: 2301113 [SHEET: Simpson Strong -Tie 3. Link Length, BRP and Spacer Bolt Check Yield -Link Moment Connection Design jSgRIGHT 3.1 CURRENT MEMBER: & rm P n e e r s Beam Unique Name: 1001 Link ID: YL4-2 R= 6. Beam Size: W12X35 Mu -max: 258 kips.in Beam b/t Compact Beam h/tw: Compact (AISC 360 Table B4.1 b) 3.2 LINK STEM GEOMETRY: (From YL Database) NY Length ColSide (Lcor side)= 5.00 in Thickness (tstem) = 0.50 in Yield Length, incl. fillets (Ly yield) = 7.00 in NY Width ColSide (bco,_side)= 6.25 in NY Length BeamSide (Lbm_side)= 5.75 in Central Neck Yield Width (byierd)= 2.00 in L_stem= 17.75 in NY Width BeamSide (bbm side)= 6.25 in Link Radius (r_link)= 0.50 in Yielding Area (A_stemYield) = 1.00 in12 3.3 LINK STEM BOLTS: (From YL Database Num. Bolts (n_bolt_linkBm)= 4.00 Gauge Along Width (gstem)= 3.50 in Bolt Type (Bolt_Gr IinkBm)= A490 Spacing Along Length (sstem) = 2.75 in Stem Bolt Dia= 0.88 in First Bolt distance to Neck (S j= 1.50 in Min. Bolt length = 2.625 in Last Bolt distance to Edge (Sb) = 1.50 in 3.4 LINK FLANGE GEOMETRY: (From YL Database) Thickness (tflange)= 0.88 in Flange Width (bflange)= 6.25 in Flange height (hflange) = 5.75 in 3.5 LINK FLANGE BOLTS: (From YL Database) Num. Bolts (n_bolt_linkCol) = 4 Gauge Along Width (vertical) (gtrange)= 3.25 in Bolt Type (Bolt_Gr IinkCol)= A325 Spacing Along Length (horiz) (strange)= 3.50 in Bolt Dia (boltD_IinkCol)_= 0.88 in 3.6 LINK MATERIAL: (AISC 358, 12.8.2) Fy_link = 50 ksi Ry_link= 1.1 Fu link = 65 ksi Rt link = 1.2 3.7 LINK CHECK: (AISC 358, 12.9, Step 3 and Step 6 Limit Rotation (r-linkLimit) = 0.05 radians Connection rotation per 12.9 Step 6 Limit Strain t: (e_linkLimit) = 8.50% Link strain limit per 12.9 Step 6 Rotation Arm (d_arm)= 6.500 in = (db + t stem)/2 Link Extension (linkDelta)= 0.325 in=d_arm* r linkLimit Lyield_req= 4.82 in = r linkLimit* d_arm/ 0.085 + 2* r_link (EQ 12.9-4) Lyield= 7.00 in from previous value Lyield_DCR= 0.69 1 = Lstem_yield req/L_stemYield Check= OK OK, if L stem DCR < DCR allowed Strength Check: Step 3 Slip -Critical Check: Mu= 258 k-in d= 12.5 in d+tstem= 13.00 In Pu rink= 19.81 kips Py_link= 50.00 kips Link stem DCR=l 0.440 10K Pu_slip= 19.81 kips �= 1.0 µ= 0.30 Du= 1.13 hf= 1.00 ns= 1.00 Tb= 49.00 kips n bolt IinkBm= 4.000 �Rn slip= 66.4 kips Link slip DCR=l 0.298 10K Krot Moment Demand (LRDF combos) Beam Depth from database Link Axial demand, Mu/(d+tstem) Link Yield Strength from YL database =P ._link 40- 9 *P fink) =Pu_link Minimum Bolt Pretension per Table J3.1 =0 *p *Du *hf*Tb *ns *n_bolt IinkBm =P u iinkl o Rn_slip AISC 358, 12.9 Step 11: K1= 42446 k/in K2= 13942 k/in K3= 4142.85714 k/in Keff= 2970 k/in Mye= 715 k*in Ay= 0.01851646 in 0y= 0.00284869 rad Krot= 250993 k*in/rad PROJECT: KAPPEN REMODEL 230I l e S H E ET: Simpson Strong -Tie 3. Link Length, BRP and Spacer Bolt Check Yield -Link Moment Connection Design jSgRIGHT 3.8 BUCKLING RESTRAINT PLATE AND SPACER GEOMETRY: (From YL Database D_brp= 0.625 in from Database nbolt_brp= 1.00 per Spacer plate SBRP= 0.00 in from Database tBRP= 0.88 in from Database Lbe= 3.50 in from Database L_brp_cont= 6.625 in =Lbrp - Lend - S BRP Lbrp= 10.125 in from Database Wbrp_min= 6.500 in = Wbm_side Fy_BRP= 50.00 ksi User Input Ry_BRP= 1.10 User Input Fu_BRP= 65.00 ksi User Input Rt BRP= 1.20 User Input 3.9 BRP THICKNESS CHECK: (AISC 358, Chapter 12, Design Step 10.1 Ef� rm g ii n e e r s Pcap_Link= 78.00 kips '=if(R=3,Py_link, Pr link) Lelong= 0.325 in Elongated distance at 0.05 rad L1 st_bolt= 3.5 in Start of yielding region to 1st BRP bolt centerline Lcant= 3.48 in Lever arm from edge of yield link to edge of bolt hole + elongated dist at 0.05 rad bn_brp= 5.00 in Net width of BRP, without bolt holes tbrp,min= 0.507 in AISC 358, EQ 12.9-13 tbrp_use= 0.875 in value previously defined tbrp_DCR=l 0.579 OK 3.10 BEAM FLANGE THICKNESS CHECK: (AISC 358, Chapter 12, Design Step 10.2 Joint Rotation= 0.04 rad e0.04= 0.04333 in/in g= 0.00542 in gap between BRP and beam flange ly= 0.021 in^4 lo= 0.714 in effective buckling wave length Qi= 2.37 kips N= 9.80 =LstemYield/lo N= 9.0 Round down to next integer Ndesign= 5.0 N used for design (Contact points with BRP) Tux= 11.8 kips =Ndesign * Qi Tux_bolt= 5.91 kips =Tux/Nbolts �= 1.0 Ledge= 6.625 in 1st bolt to edge of BRP S_brpBolt_min= 3.5 in =byield + 2*(0.125 + d_brp_bolt) gbrp= 3.750 in b= 1.725 in BRP bolt to face of web c= 3.130 in edge of beam flange to face of web a= 1.405 in center of BRP bolt to edge of beam flange x=sgrt(b*c)= 2.324 in 4*x= 9.29 in 1 row of BRP bolts: 2 rows of BRP bolts: 3 rows of BRP bolts: 2*x= 4.65 in pe (in)= 9.29 pet (in)= 4.65 pet (in)= 4.65 S_brp_bolt= 0.000 in pe2 (in)= 4.65 pe2 (in)= 1.16 pe= 9.29 in pe (in)= 4.65 pe3 (in)= 4.65 b'= 1.413 in pe (in)= 3.49 tf_min= 0.400 in =sgrt(4*b'*T/(f*pe*Fu bm)) tbf= 0.520 in beam flange thickness tbf-DCR=l 0.769 10K 3.11 BRP BOLT SIZE AND QUANTITY CHECK: (AISC 358, Chapter 12, Design Step 10.3 IX 0.333 in4 =byield^3 * tstem /12, strong axis moment of inertia of reduced link region gap= 0.125 in gap between link and spacer plate Vuy/Spacer= 11.86 kips Vuy per bolt= 11.859 kips Tx N Vx(kip) T (kips) V ki s Bolt Forcesl 5.91 1 1.774 1 0 1 11.859 Bolt Type (Bolt _Gr_linkBm)= Thread Condition= bolt= Fnv_325 Ab_stem= Strength per Bolt (�Vbolt) = Fnt 325 �Tbdt= Tension Shear RnV_(V+T), kips T+V A325 N 0.75 54.0 ksi AISC 360 Table J3.2 0.307 in12 = Pi* (boltD 1inkBm/2)^ 2 12.43 kips =Obolt*Fnv 325*Ab_stem 90 ksi AISC 360 Table J3.2 20.71 kips =Obolt*Fnt 325*Ab_stem X-Dir. Y-Dir. DCR DCR 0.29 0.00 0.143 0.954 12.43 12.43 0.143 0.954 Max DCR=1 0.954 OK PROJECT: KAPPEN REMODEL MRF 2301 l e S H E ET: Simpson Strong -Tie 3. Link Length, BRP and Spacer Bolt Check Yield -Link Moment Connection Design jSgRIGHT 3.12 LINK STEM HOLE/BRP HOLE FIT ON BEAM FLANGE (Geometry Check) & rm II n e e r s bbf= 6.56 in = beam flange width bbf BRP_bolt= 5.75 in =minimum flnage width for BRP bolt spacing + min. bolt edge dis bbf stem_bolt= 5.5 in =minimum flange width for stem bolt spacing + min. bolt edge distance bbf_min= 5.75 in =max (bbf BRP_bolt, bbf_stem_bolt) bf DCR= 0.877 OK 3.13 BRP BOLT BEAM FLANGE BEARING AND TEAROUT IN WEAK -AXIS DIRECTION bbf= 6.56 in g_brp= 3.75 in d_brp= 0.625 in Ledge= 1.405 in Ledge_min= 0.88 in Ledge>1 bolt Dia? OK Ledge>=Ledge_min? OK Vy= 11.86 kips/bolt SC 360, J3.1 Rn_bearing= 50.7 kips �Rn bearing= 38.03 kips DCR_bearing= 0.312 10K Lc= 1.405 in Rn_tearout= 57.0 kips �Rn tearout= 42.7 kips DCR tearout= 0.277 OK 3.14 BRP BOLT BEAM FLANGE BLOCK SHEAR IN WEAK -AXIS DIRECTION (AISC 360, J4) Sbrp= 0 in d_brp= 0.6875 in Ledge= 1.405 in tbf= 0.520 in Vuy= 11.86 kips��" - - -, C_) C_ i i Iir � - r Lgv= 2.81 in Agv= 1.4612 in^2 �> Rn_yield= 43.8 kips �Rn yield= 43.8 kips DCR—bearing=l 0.271 10K Lnt= 0.0000 in Ant= 0.000 in^2 Lnv= 2.123 in Rn_BS1= 43.04 kips Anv= 1.104 in^2 Rn_BS2= 43.84 kips Rn_tearout= 43.0 kips Rn_BS= 43.04 kips (Rn_BS1,Rn_BS2) �Rn tearout= 32.28 kips �Rn BS= 32.28 kips DCR tearout= 0.367 10K DCR BS= 0.367 JOK PROJECT: KAPPEN REMODEL 230I l e S H E ET: Simpson Strong -Tie Yield -Link Moment Connection Design 3. Link Length, BRP and Spacer Bolt Check 3.15 BEAM FLANGE CHECK FOR LINK STEM -TO -BEAM FLANGE BOLT BEARING AND TEAROUT Pr link= 78.00 kips 99RIGHT SC 360, J3.1 Ef� im g II n le e r s tbf= 0.520 in Beam Flange thickness bolt_Dia= 0.875 in Link stem -to -beam flange bolt diameter n_bolts= 4 Number of link -stem bolts S_stem_bolts= 2.75 in stem bolt spacing Lc= 1.8125 in Fy_bm= 50 ksi from Design_Limits Fubm= 65 ksi from DesignLimits Rnbearing= 283.9 kips =2.4*bolt Dia*tbf*Fu bm*n bolts �Rn bearing= 212.94 kips =0.75*Rn_bearing DCR-bearing=l 0.366 10K Rn_tearout= 294.1 kips =1.2*Lc*tbf*Fu_bm*n_bolts �Rn tearout= 220.5 kips =0.75*Rn_tearout DCR tearout=1 0.354 10K 3.16 LINK STEM -TO -BEAM FLANGE BOLT BLOCK SHEAR CHECK (AISC 360. J4 L1= 6.625 in Sbrp= 0 in L2= 5 in Stem= 2.75 in nstem_bolts= 4 Gstem= 3.5 in gbrp= 3.75 in d_brp= 0.6875 in d_stem= 0.9375 in bf= 6.56 in h= 1.530 in h_min= 1.125 in h>1 bolt Dia? OK h>=h min? OK Lgv= 18.13 in Agv= 9.425 inA2 Rn_yield= 565.5 kips �Rn yield= 424.1 kips DCR_yield=F 0.184 JOK Lnv= 16.03 in Anv= 8.34 inA2 Rnrupture= 325.1 kips �Rn rupture= 243.8 kips DCR rupture=1 0.320 JOK 3.17 BEAM FLANGE NET SECTION CHECK Zbx Zholes= Znet= MPb net= Pr link= d+tstem= Mor link= DCR_NetSection= 3.18 DESIGN SUMMARY: AISC 360 F13.1 � Lrp S stern Lnt= 2.1225 in Ant= 1.104 inA2 Rn_BS1= 397 kips Rn_BS2= 354.5 kips Rn_BS= 354 kips (Rn_BS1,Rn_BS2) �Rn BS= 265.9 kips DCR BS= 0.293 JOK 51 inA3 11.7 inA3 =2*Dholes*tbf*(d-tbf) 40 inA3 =Zbx - Zholes 2174 k-in =Znet * Fy * R 78.0 kips 13.00 in 1014 k-in 0.467=Mpr_link/Mpb_net Afq= 3.41 in^2 Afn= 2.44 in^2 Yt= 1 Fu*Afn= 158 kips Yt*Fy*Afg= 171 kips Sx= 45.6 inA3 �*Mn= 1905 k-in DCR_NetSection2= 0.532 =Mpr_link/0Mn Design Sections 3.7 3.9 3.10 3.11 3.13 & 3.14 3.15 & 3.16 3.17 Max DCR Check t BRP DCR - 0.57 - - - - - 0.579 OK Beam tf DCR - - 0.769 0.367 0.366 0.532 0.769 OK BRP Bolt DCR - - - 0.954 - - - 0.954 OK Link Strength DCR 0.440 - - - - - - 0.440 OK Link Slip DCR 0.298 - - - - - - 0.298 OK Ly_yield DCR 0.689 - - - - - - 0.689 OK BRP Bolt Edge Dist>1d - - - - OK - - - OK Stem Bolt Edge Dist>1d - - - - - OK - - OK Overall Check= OK PROJECT: KAPPEN REMODEL 230I l e S H E ET: Simpson Strong -Tie 4. Beam Shear Plate Design Yield -Link Moment Connection Design iSgRIGHT 4.1 CURRENT MEMBER: ae m n e e r s Beam Unique Name:1 1001 1 Shear Plate Info: Beam Size: W12X35 Thickness (tsp) (in): 0.38 in Fy_bm= 50 Axial Pu (kips): 3.78 Bolt Dia (db_sp): 0.875 in Fu_bm= 65 KSl Shear V_Gray. SST_LC08 (kips): 2.55 No. of SP (n_sp): 1 Left Col= W8X48 Shear Vu_Gray. SST_LC01-07(kips): 2.69 Bolt Type: A325-N Right Col= W8X48 Link: YL4-2 n_Vbolts: 3 Left _Conn= YES tstem (in): 0.50 n_Hbolts: 2 Right _Conn= YES R= 6.5 no. of Conn = 2 4.2 SHEAR PLATE BOLT SIZE: (AISC 358 Chapter 12, Step 15.1) Beam Size= W 12X35 User Input Beam size db= 12.50 in From AISC Database tbf= 0.52 in From AISC Database tbw 0.30 in From AISC Database Fy_sp= 50 ksi User Input/Selection Fu_sp = 65 ksi User Input/Selection Axial Load (Pu_sp)= 3.78 kips Maximum Beam Axial Force from Overstrength Load Combinations Lcc= 166 in Column -to -column Centerline dimension. User Input value Lh= 152.00 in =Lcc - do - 2*a Pcap_link= 78.00 kips =1f (R=3, Py_link, Pr_link) Mcap= 1014 kip-in=Pcap_link*(d b + Gtem) Vcap_link= 13.34 kips=Mcap'*(No. of Connections) /Lh Vertical Load (Vu_bm)= 15.89 kips = Vcap_link + Vbm_gravity (EQ 12.9-34) No. of vertical Bolts (n_Vbolts)= 3.000 Looked up value No. of horizontal Bolts (n_Hbolts)= 2.000 User Input Vu_bolt= 5.62 kips = Max(Sgrt ( (Pu_sp/n_Hbolt)^2 + (Vu_bm/n_Vbolt)^2 ), (EQ 12.9-35) bolt= 0.75 Vu_gray.SSTLC01-07/n_Vbolts) Bolt Type (Bolt_Gr_shearTab) = A325-N Bolt Dia (db_sp)= 7/8 in Fnv_A325N= 54.00 ksi Anb_sp= 0.601 in = Pi* (db_sp/2)^2 Rn_stBolt_shear= 32.47 kips = Fnv_A325N* Anb_sb �Rn_stBolt_Shear= 24.35 kips = Rn_stBolt shear* 0bolt * n_sp DCR_shearTab_Bolt= 0.231 = Vu_bolt/ ORn_stBolt shear Check=1 OK =OK if DCR shearTab Bolt < DCR allowed 4.3 SHEAR PLATE GEOMETRY: (AISC 358 Chapter 12, Step 15.2) i W sp CCD S_hor Sp a-6 qL h_sp CCD ZIS-vert �, Lv_ p LslotH a= 2.750 in tsp= 0.375 in db = 12.50 in Bolt Spacing (S_min)= 2.000 in S_max= 2.375 in Bolt Spacing (Svert)= 2.188 in Bolt Spacing (Shorz)= 2.750 in h_flange = 5.75 in t-stem = 0.500 in h_clear = 0.125 in Bolt Vert. Edge dist (Lv_min)= 1.125 in Lv_sp= 1.125 in h_sp max = 7.00 in Plate Depth (h_sp)= 6.63 in Bolt Horz. Edge dist (Lh_min)= 1.125 in Lh_sp= 1.750 in Plate Width (W_sp) = 7.25 in Lslot_min= 1.306 in LslotH = LslotV = 1.375 in Shear Plate Geometry Check= 1 OK Value previously defined [default to try and match beam web thickness] Value previously defined = 2.0*db_sp-hole (clear distance not less than db_Sp-hole), see section J3.3 OK Value previously defined Value previously defined minimum clearance between link flange and shear tab Minimum edge distance equal to one bolt diameter per AISC Table J3.4 note [a] = db + tstem - h_flange - (2*h_clear) OK I = (n_Vbolt - 1)*Svert + Lv_sp* 2 - DCR_Plate Depth Minimum edge distance for 7/8" bolts per AISC Table J3.4 OK = (n_Hbolt SST - 1)*Shorz + Lh_sp + a = db_sp + 1/8 + (2*0.07* Svert*((n_Vbolts - 1)/2) OK I OK if Lslot_min/ Lslot - 1.03 OK if And (h_sp=OK, Lh_sp = OK, Lslot = OK) PROJECT: KAFf-EN REMODEL N 0: 2301IS SHEET: Simpson Strong -Tie Yield -Link Moment Connection Design 4. Beam Shear Plate Design ARIGHT 4.4 SHEAR PLATE YIELDING (VERTICAL): (AISC 358 Chapter 12, Step 15.3) yield= 1 dHole_sp= 1.00 in = db_sp + 1/8 Asp_Agv= 2.484 in = tsp* h_sp Wy_sp= 74.53 kips = Oyield*0.6*Asp_Agv*Fy_sp *n_sp DCR_spYield= 0.213 = Vu bm/ 0Vy_sp Check=1 OK OK if DCR spYield < DCR spYield allowed 4.5 SHEAR PLATE RUPTURE (VERTICAL): (AISC 358 Chapter 12, Step 15.3) rupture= 0.75 Asp_nv= 1.36 in = hsp* tsp - dHole_sp* n_Vbolts* tsp �Vrupture_sp= 39.76 kips = Orupture* 0.6* Fu_shearTab*Asp_nv *n_sp DCR_spRupture= 0.400 = Vu bm/ 0Vrupture_sp Check=1 OK OK if DCR spRupture — DCR_spRupture_allowed 4.6 SHEAR PLATE CHECK FOR AXIAL AND MOMENT: (AISC 358 Chapter 12, Step 15) Vu_bm CCD ® ® hex Lw2 O CM Pu SST I ® ii10ED a Vu bm CD Pu SST CCD ® (LD a fib= 0.90 a= 2.75 in Vuy= 15.89 kips Mecc= 43.71 kip -in ewhitmore= 30 deg Lwhitmorel = 4.050 in Awhitmorel = 1.519 in Lwhitmore2 = 6.625 in Awhitmore2 = 2.484 in Lwhitmore3 = 6.625 in Awhitmore3 = 2.484 in Lwhitmore4 = 6.625 in Awhitmore4 = 2.484 in Ssp= 2.743 in' Isp= 9.087 in' fbl= 15.933 ksi Awhitmore= 2.484 in Lwhitmore= 6.625 in yb= 3.313 in fb2= 15.933 ksi fa2= 1.520 ksi ftot2= 17.453 ksi fmax_sp= 17.453 ksi �b*Fy_sp= 45.000 ksi DCR_sp= 0.388 Check=l OK Value previously defined = Vu bm = Vuy* a SST 1 Mecc �Vu_bm p ® Mecc a = tan (0whitmore)* a* 2 + db_sp = Lwhitmore1 * tsp *n_sp = min(tan (0whjtmore)* (a+Shorz)*2 + db_sp, hsp) = Lwhitmore2* tsp *n_sp = min(tan (Owhirmore)* (a+2*Shorz)*2 + db_sp, hsp) = Lwhitmore3* tsp *n_sp = min(tan (Owhirmore)* (a+3*Shorz)*2 + db_sp, hsp) = Lwhitmore4* tsp *n_sp = (tsp* hsp^2 *n_sp) / 6 = (tsp* hsp^3 *n_sp) / 12 = Mecc / Ssp =1F(n_Hbolts=1, Awhitmore1, IF(n_Hbolts=2, Awhitmore2, IF(n_Hbolts=3, Awhitmore3, Awhitemore4))) =1F(n_Hbolts=1, Lwhitmore1, IF(n_Hbolts=2, Lwhitmore2, IF(n_Hbolts=3, Lwhitmore3, Lwhitemore4))) = Lwhitmore/2 = Mecc* yb/Isp = Pu sp/Awhitmore =fa2+fb2 = max (fb1, ftot2) = Ob* Fy_sp =fmax sp/(0b*Fy_sp) = OK if DCR_sp <= DCR sp_allowed aemgilneers PROJECT: KAPPEN REMODEL N 0: 2301IS SHEET: Simpson Strong -Tie 4. Beam Shear Plate Design Yield -Link Moment Connection Design iSgRIGHT 4.7 SHEAR PLATE TO COLUMN FLANGE FILLET WELD (Plate 1): (AISC 358 Chapter 12, Step 15.4) _ EP, mi II n e e r s �= 0.75 tsp= 0.375 in Value previously defined tw_sp_min= 0.234 in = 5/8'tsp (Fillet size required to develop plate capacity as per AISC Steel Manual 14t.. , tw sp= 0.250 in = CEILING(tw_sp_min, 1/16) Check=1 OK = OK if DCR tw spWeld - DCR tw spWeld allowed Vu_bm= 15.893 kips Lweld= 6.125 in Fexx= 70.00 ksi Fnw= 42.000 ksi Awe= 2.165 in �Rn= 68.203 kips DCR_spWeld=l 0.233 Check=1 OK Value previously defined = Length per side assuming 1/4" hold off top and bottom = Filler metal classification strength = 0.6 *F E)<x = 0.707*(2*Lweld)*tw sp = O *Fnw*Awe = Vu bm / 0 Rn = OK if DCR spWeld - DCR spWeld allowed 4.7a SHEAR PLATE TO COLUMN FLANGE PJP WELD (Plate 2): NOT APPLICABLE FOR ONE SIDE SHEAR PLATE tsp= 0.375 in Same thickness for both shear plates PJP= 0.75 nsides= 1 teff pdp= 0.313 in = 3/41sp Vu_PJP= 7.947 kips = Vu bm/2 Aw= 1.914 in2 = teff pjp * Lweld *nsides �Rn= 60.293 kips = o pjp *0.6*FED *Aw DCR_PJPWeld1= 0.132 1 = Vu PJP/ ¢Rn PJP weld P+M Check: �= 0.8 APJP- 2.070 in = teff pJp * h_sp IPJP- 7.572 in" = teff PJP * h_sp 3/12 fpjp= 10.472 ksi =0.5* Pu sp/A pjp + 0.5* Mecc* yb/1 pjp fpjp a11ow= 33.600 ksi = 0 *0.6*FExx DCR_PJPWeld2= 0.312 = Vu PJP/ ORn DCR-PJPWeld=l 0.312 Check=1 OK 4.8 BEAM WEB AND SHEAR TAB BEARING: (AISC 358 CASE 1: HORIZONTAL REACTIONS BEAM WEB: SHEAR PLATE: Lc Lc Lcw 1 L _sp1 Pu SST bolt= 0.75 tbw 0.30 in Lb_edge= 1.75 in Lcwl = 1.281 in Lcw2= 1.813 in Lcw3= 0.000 in Lcw4= 0.000 in Lc_bmWeb= 3.094 in �Rn_beamWebl= 54.30 kips �Rn_beamWeb2= 61.43 kips �Rn_beamWeb= 54.30 kips DCR_bmWebX=1 0.070 Check=l OK tsp= 3/8 in Lsp_edge = 1 3/4 in Lc_sp1 = 1.281 in Lc_sp2 = 1.813 in Lc_sp3 = 0.000 in Lc_sp4 = 0.000 in Lc_sp= 3.094 in �Rn_spl= 63.18 kips �Rn_sp2= 70.38 kips �Rn_sp= 63.18 kips DCR_spX= F 0.060 Check=1 OK = max(DCR PJPWeld1,DCR_PJPWeld2) = OK if DCR PJPWeId - DCR PJPWeId allowed 12. Step 15. Value previously defined Value previously defined Edge distance for beam web bolt hole = Lb_edge - (db_sp + 1/16)* 0.5 = Shorz - (db_sp + 1/16) = if (n_Hbot SST = 2, 0, Lcw2) = if (n_Hbot SST = 3, 0, Lcw3) = Lcw1 + Lcw2 + Lcw3 + Lcw4 = Obolt* 1.2* Lc_bmWeb* tbw* Fu_bm = fbolt* 2.4* db_sp* tbw* Fu_bm *n_Hbolts = min (0 Rn_beamWeb 1, 0 Rn_beamWeb2) = Pu_Sp/ fRn_beamWeb = OK if DCR bmWebX <= DCR bmWebX allowed Value previously defined Edge distance for shear tab bolt hole = Lsp_edge - (db_sp + 1/16)* 0.5 = Shorz - (db_sp + 1/16) = if (n_Hbolt SST = 2, 0, Lc sp2) = if (n_Hbolt SST = 3, 0, Lc_sp3) = Lc_sp1 + Lc sp2 + Lc spa + Lc sp4 =IF(n_Hbolt SST=1, Obolt*(1.2* Lc sp1 * tsp* Fu_sp *n_sp), Obolt*(1.2* Lc sp2+1.0*(Lc sp1+Lc sp3+Lc sp4)) * tsp* Fu sp *n sp) = obolt*(2.4*1+2.0*(n_Hbolts-1))* db_sp* tsp* Fu_sp *n-sp = min (0Rn_sp1, 0Rn_sp2) = Pu sp/ fRn_sp = OK if DCR spX <= DCR spX allowed PROJECT: KAFFEN REMODEL MRF N 0: 2301IS SHEET: Simpson Strong -Tie Yield -Link Moment Connection Design 4. Beam Shear Plate Design ARIGHT CASE 2: VERTICAL REACTIONS Lc3 Lc1 F Vu_bm CCD Lc2 BEAM WEB: Obolt= 0.75 Lcl= 1.250 in Lc2= 3.543 in Lcb_Vert= 6.043 in 0*Rn_bmWebY1= 106.05 kips +*Rn_bmWebY2= 92.14 kips �*Rn_bmWebY= 92.14 kips DCR_bmWebY= 0.172 Check=1 OK SHEAR PLATE: Lc3= 0.656 in Lct_Vert= 3.156 in �*Rn_spY1= 62.27 kips �*Rn_spY2= 102.38 kips �*Rn_spY= 62.27 kips DCR_spY=l 0.255 Check=l OK aemgilneers Value previously defined = Svert - (db_sp + 1/16) = (db - (n_Vbolts - 1)*Svert - 2tbo*0.5 = Lc2 + (n_Vbolts - 1)*Lc1 = 0bolt* 1.2* Lcb_Vert* tbw* Fu_bm _ bolt* 2.4* (db_sp* n_bolts_SST)* tbw* Fu_bm = min (0 *Rn_bmWebY1, O *Rn_bmWebY2) = Vu bm / (O * Rn_bmWebY) = OK if DCR bmWebY <= DCR bmWebY allowed = Lv_sp - (db_sp + 1/16)* 0.5 = Lc3 + (n_Vbolts - 1)*Lc1 = Obolt* (1.2*Lc1+ 1.0*(Lc3 + (n_Vbolts - 2))*Lc1)*tsp* Fu_sp *n_sp = Obolt* (2.4*1+2.0*(n_bolts SST-1))* db_sp* tsp* Fu sp *n_sp = min (0 *Rn_spY1, O *Rn_spY2) =Vu bm/(0*Rn_spY) = OK if DCR_spY <= DCR spY allowed PROJECT: KAPPEN REMODEL N 0: 2301IS SHEET: Simpson Strong -Tie Yield -Link Moment Connection Design 4. Beam Shear Plate Design ARIGHT CASE 3: COMBINED AXIAL AND VERTICAL REACTIONS W s 0,A� Pr sp Lc —we Lb_edge Px= 1.89 kips = Pu sp/n_Hbolts PY= 5.30 kips = Vu bm/n_Vbolts Resultant (Pr)= 5.62 kips = Sgrt (Px"2 + Py"2) 0= 1.228 radians = min(Atan (Py/ Px),1.571)) BEAM WEB: Method 1: T and V Circular Interaction DCR_bmWebOBearing 1 = 0.035 = DCR bmWebX2 + DCR bmWebY2 Method 2: Bearing in a Diagonal Line Lvg_web = 5.212 in Lc —web = 4.712 in �*Rn_bmWeb01= 82.689 kips 0*Rn_bmWeb02= 61.425 kips 0*Rn_bmWeb0= 61.43 kips DCR_bmWeb0Bearing2 = 0.092 DCR_bmWebOBearing = 0.092 OK SHEAR PLATE: Method 1: T and V Circular Interaction DCR_spOBearingl =1 0.069 Method 2: Bearing in a Diagonal Line = Lb —edge/ (cos B) = Lvg web - dHole_sp/2 = 0bolt* 1.2* Lc web* tbw* Fu_bm = fbolt* 2.4* db_sp* tbw* Fu_bm*n_Hbolts = min (0 * Rn_bmWeb B 1, O * Rn_bmWeb B 2) = Pr / 0 *Rn_bmWeb 0 = Min (DCR bmWeb BBearingl, DCR bmWeb 0Bearing2) = OK if DCR bmWeb B <= DCR bmWeb 0-allowed = DCR spX2 + DCR spY2 01= 0.2450 radians = arctan((0.5*Ls1otH)/Shorz) 02= 0.6346 radians = arctan((0.5*h_sp)/(w sp-a)) 01= 0.3045 radians = arctan((0.5*LslotV)/Svert) 03= 1.2663 radians = (Plo*0.5)-0' 0= 1.2284 radians Value previously defined min. 0= max 0= Check= La_spl= CASE 1 CASE 2 CASE 3 CASE 4 0 01 02 03 01 02 03 1.571 NO NO YES NO - - 3.517 - La_sp= 3.517 in �*Rn_sp01= 77.153 kips �*Rn_sp02= 76.781 kips �*Rn_sp0= 76.78 kips DCR_sp0bearing2= 0.073 DCR_spObearing= 0.073 Check=1 OK radians radians re = Obolt* 1.2* La_sp* tsp* Fu_sp *n_sp = fbolt* 2.4* db_sp* tsp* Fu sp*n_Hbolts *n_sp = min (0*Rn_sp01, 0*Rn_sp02) = Pr/ (0 * Rn_sp 0) = max(DCR_sp BBearingl, DCR sp Bbearing2) OK if DCR sp B bearing — DCR sp B bearing_allowed aemgilneers PROJECT: KAPPEN REMODEL N 0: 2301IS SHEET: Simpson Strong -Tie Yield -Link Moment Connection Design 4. Beam Shear Plate Design ARIGHT 4.9 BEAM WEB AND SHEAR TAB BLOCKSHEAR CHECK: (AISC 358 Chapter 12, Step 15.5) CASE 1: HORIZONTAL REACTIONS CASE 1 (TDS horz Pu—SST Lsp edge CD Lb —edge CASE 2 Pu—SST BEAM WEB: �blockshear= 0.75 Ubs= 1.00 Lb_edge= 1.750 in Lc_bmWeb = 3.094 in Lh_bmWeb= 9.000 in Agv_bmWebHorz= 2.700 in Ant_bmWebHorz= 0.000 in Anv_bmWebHorz= 2.700 in Rn_bmWebHorzl= 105.30 kips Rn_bmWebHorz2= 81.00 kips Rn_bmWebHorz= 60.75 kips DCR bmWebHorz BS=l 0.062 Check=1 OK SHEAR PLATE: CASE 1: Lsp_edge= 1.750 in Lc_sp = 3.094 in Lh_spl= 9.000 in Agv_spHorzl= 3.375 in Ant_spHorzl= 0.000 in Anv_spHorzl= 3.375 in Rn_spHorzl= 131.63 kips Rn_spHorz2= 101.25 kips �Rn_spHorzl= 75.94 kips DCR_spHorz_BS1= 0.050 CASE 2: Lh_sp2= 3.625 in Agv_spHorz2= 0.000 in Ant_spHorz2= 1.359 ins Anv_spHorz2= 0.000 in Rn_spHorz3= 88.36 kips Rn_spHorz4= 88.36 kips �Rn_spHorz2= 66.27 kips DCR_spHorz_BS2= 0.057 DCR—spHorz _BS= 0.057 Check= OK Lb —edge value previously defined value previously defined = 2* (Lb_edge+Shorz*(n_Hbolt SST - 1)) = Lh_bmWeb*tbw =0 = Agv_bmWebHorz =0.6*Fu bmWeb*Anv bmWebHorz+Ubs* Fu_bmWeb*Ant bmWebHorz = 0.6* Fy_bmWeb* Agv_bmWebHorz + Ubs* Fu_bmWeb* Ant_bmWebHorz = Oblocksher* MIN (Rn_bmWebHorz1, Rn bmWebHorz2) = Pu sp/ Rn_bmWebHorz = OK if DCR bmWebHorz BS — DCR bmWebHorz BS allowed value previously defined value previously defined = 2* (Lsp_edge + Shorz*(n_Hbolt SST - 1)) = Lh_sp I* tsp *n_sp =0 = Agv_spHorz1 = 0.6* Fu sp* Anv_spHorz1 + Ubs* Fu_sp* Ant spHorz1 = 0.6* Fy_sp* Agv_spHorz1 + Ubs* Fu_sp* Ant spHorz1 _ Oblockshear* min (Rn_spHorz1, Rn_spbHorz2) = Pu sp/Rn_spHorz1 =h sp-(n_Vbolts*dHole_sp) =0 = Lh_sp2 *tsp *n_sp =0 = 0.6* Fu_sp*Anv_spHorz2 + Ubs* Fu_sp*Ant spHorz2 = 0.6* Fy_sp* Agv_spHorz2 + Ubs* Fu_sp* Ant spHorz2 = 0blockshear* min (Rn_spHorz3, Rn_spbHorz4) = Pu_sp/Rn_spHorz2 = MAX(DCR_spHorz BS1, DCR spHorz BS2) = OK if DCR spHorz BS — DCR spHorz BS allowed a� rm g it n e e Ir s PROJECT: KAPPEN REMODEL N 0: 2301IS SHEET: Simpson Strong -Tie 4. Beam Shear Plate Design Yield -Link Moment Connection Design ARIGHT CASE 2: VERTICAL REACTIONS CASE 1 Lv_Sp S vert Lv_Sp BEAM WEB: a Vu bm Vu bm S_vert= 2.19 in Lb_edge= 1.75 in h_bmWeb= 7.918 in Agv_bmWebl= 2.375 inA2 Anv_bmWeb1= 1.625 inA2 Ant_bmWebl= 0.375 in12 Rn_bmWebVert1= 87.760 kips Rn_bmWebVert2= 95.633 kips �Rn_bmWebVert= 65.82 kips DCR bmWebVert BS= 0.241 Check=1 OK SHEAR PLATE: CASE 1: hsp= 6.625 in Agv_spl= 2.484 in12 Anv_spl= 1.359 inA2 Ant_sp1= 0 in Rn_spVertl= 53.02 kips Rn_spVert2= 74.53 kips �Rn_spVert= 39.76 kips DCR_spVert_BS1= 0.400 CASE 2: Lv_sp= 1.125 in hsp= 6.625 in Lslot= 1.375 in Agv_spl= 1.875 inA2 Anv_spl= 1.547 inA2 Ant_spl= 1.430 inA2 Rn_spVertl= 153.258 kips Rn_spVert2= 149.180 kips �Rn_spVert= 111.88 kips DCR_spVert_BS2= 0.142 DCR_spVert_BS= 1 0.400 Check=1 OK a� rm g it n e e Ir s I h nrlrin Lb edge value previously defined value previously defined = (d- (n_Vbolt - 1)*Svert - 2tbo*0.5 + 2*(n_Vbolt - 1)*Svert) = tbw* h_bmWeb = tbw* (h_bmWeb - (n_Vbolt-0.5)* dHole_sp) = (Lb_edge - dHole_sp/2)* tbw = 0.6*Fu_bmWeb*Anv bmWeb1 + Ubs*Fu_bmWeb*Ant bmWeb1 = 0.6* Fy_bmWeb* Agv_bmWeb1 + Ubs*Fu_bmWeb* Ant_bmWeb1 = 0 blockshear* min (Rn_bmWebVert1, Rn bmWebVert2) = Vu bm/ 0Rn_bmWebVert = OK if DCR bmWebVert BS — DCR bmWebVert BS allowed value previously defined = hsp* tsp *n_sp = tsp* (hsp - (n_Vbolt)* dHole_sp) *n_sp =0 = 0.6* Fu sp*Anv_sp1 + Ubs* Fu_sp*Ant sp1 =0.6*Fy_sp*Agv_sp1 +Ubs* Fu_sp*Ant sp1 _ 0 blockshear* min (Rn spVert1, Rn_spVert2) = Vu bm/ ORn_spVert value previously defined value previously defined value previously defined = (hsp-Lv_sp-(0.5*dHole_sp))* tsp *n_sp = tsp* (hsp - (n_Vbolt-0.5)* dHole_sp) *n_sp =(W sp-a-(0.5*LslotH)*tsp *n_sp = 0.6* Fu sp*Anv_sp1 + Ubs* Fu sp*Ant sp1 =0.6*Fy_sp*Agv_sp1 +Ubs* Fu_sp*Ant sp1 = Oblockshear*min (Rn_spVert1, Rn_spVert2) = Vu bm/ ORn_spVert = MAX( DCR spVert BS1, DCR spVert BS1) = OK if DCR_spVert BS <= DCR spVert BS allowed PROJECT: KAPPEN REMODEL N 0: 2301IS SHEET: Simpson Strong -Tie 4. Beam Shear Plate Design Yield -Link Moment Connection Design ARIGHT CASE 3: COMBINED AXIAL AND VERTICAL REACTIONS CASE 1 W sp Lv_sp Pr S_vert ME a' Lb —edge CASE 2 W.-Sp Lv_sp T Pr S_ve rt a Lb edge CASE 3 W sp Lv_sp V Pr S_ve rt a Lb —edge BEAM WEB: Method 1: T and V Circular Interaction DCR bmWeb9 BS1 =1 0.062 Method 2: Failure along Hole Edges Pr_BS= 16.34 kips 0= 1.228 radians Lb_edge= 1.750 in Lbw_diag= 9.76 in Lvg_web= 9.76 in Lvn_web= 6.76 in Ltg_web= 2.19 in Ltn_web= 1.19 in Agv_web= 2.93 inA2 Anv_web= 2.03 inA2 Agt_web= 0.66 inA2 Ant_web= 0.36 inA2 Rn_bmWeb_BS1= 102.29 kips Rn_bmWeb_BS2= 111.03 kips �Rn_bmWeb_BS= 76.72 kips DCR_bmWeb0_BS2= 0.213 DCR—bmWebq_BS=l 0.213 Check= OK = DCR bmWebHorz BS 2 + DCR bmWebVert BS 2 aemgilneers =SQRT((Pu_sp^2)+(Vu_bm)A2) value previously defined value previously defined min(sgrt(Svert2 +Shorz2) + Lb_edge, (Lb_edge + Shorz)/cos B) = 2*Lb_edge + (n_Hbolt SST - 1) *Shorz + sgrt(Svert^2 + ((n_Hbolt_SST - 1) *Shorz))^2) = Lvg web - 2*dHole_sp - (n_Hbolt SST - 1)*dHole_sp = (n_Vbolt - 2)*Svert = Ltg_web - (n_Vbolt - 2) *dHole_sp = Lvg web* tbw = Lvn web* tbw = Ltg_web* tbw = Ltn_web* tbw = 0.6* Fu bmWeb* Agv_web +Ubs* Fu_bmWeb* Ant web = 0.6* Fy_bmWeb * Agv_web + Ubs* Fu_bmWeb* Ant web = Oblockshear* min (Rn_bmWeb_BS1, Rn_bmWeb_BS2) = Pr BS / 0 Rn_bmWeb_BS = max(DCR bmWeb 0_BS1, DCR bmWeb B_BS2) = OK if DCR bmWeb B BS <= DCR bmWeb B BS allowed PROJECT: KAPPEN REMODEL N 0: 2301IS SHEET: Simpson Strong -Tie Yield -Link Moment Connection Design 4. Beam Shear Plate Design ARIGHT SHEAR PLATE: DCR Summary: Method 1: T and V Circular Interaction DCR_sp6_BS1 = 0.163 Method 2: Failure along Hole Edges CASE 1: Lvg_spl = 6.63 in Lvn_spl = 3.63 in Ltn_spl = 0.00 in Agv_spl = 2.484 in Anv_spl = 1.359 in Ant_spl = 0.00 in Rn_sp_BS1= 53.02 kips Rn_sp_BS2= 74.53 kips �Rn_sp_BS1= 39.76 kips DCR_sp0_BS2= 0.411 CASE 2: Pv= 10.6 Pr_BS1= 11.2 Lvg_sp2= 3.31 in Lvn_sp2= 1.81 in Ltn_sp2= 3.00 in Agv_sp2= 1.242 in Anv_sp2= 0.680 in Ant_sp2= 1.125 in Rn_sp_BS3= 99.63 kips Rn_sp_BS4= 110.39 kips �Rn_sp_BS2= 74.72 kips DCR_sp0_BS3= 0.151 CASE 3: Lvg_sp3= 4.50 in Lvn_sp3= 3.00 in Ltn_sp3= 1.81 in Agv_sp3= 1.688 in Anv_sp3= 1.125 in Ant_sp3= 0.680 in Rn_sp_BS5= 88.05 kips Rn_sp_BS6= 94.80 kips �Rn_sp_BS3= 66.04 kips DCR_sp6_BS4= 0.170 DCR-spO_BS=l 0.411 Check=1 OK = DCR spVert BS 2 + DCR spHorz BS 2 = h_sp = Lvg sp1 - (n_Vbolts*dHole_sp) =0 = Lvg sp* tsp *n_sp = Lvn_sp* tsp *n_sp = Ltn_sp* tsp *n_sp = 0.6* Fu sp*Anv_sp1 + Ubs* Fu_sp*Ant sp1 =0.6*Fy_sp*Agv_sp1 +Ubs* Fu_sp*Ant sp1 _ 0blockshear* min (Rn sp_BS1, Rn sp_BS2) = Pr BS / 0 Rn_sp_BSI =ceiling(n_vBolts/2)/n_vBolts*Vu_bm =SQRT(Pv^2 + Pu_sp^2) = h_sp/2 = Lvg sp2 - ((n_Vbolt-1)/2)*dHole_sp) - (0.5*dHole_sp) = (W sp - a) - ((n_Hbolts-1)*dHo1e_sp) - (0.5*dHole_sp) = Lvg sp* tsp *n_sp = Lvn_sp* tsp *n_sp = Ltn_sp* tsp *n_sp = 0.6* Fu sp*Anv_sp2 + Ubs* Fu_sp*Ant sp2 = 0.6* Fy_sp* Agv_sp2 + Ubs* Fu_sp* Ant sp2 = Oblockshear* min (Rn sp_BS3, Rn_sp_BS4) = Pr BS / 0 Rn_sp_BS2 =W sp - a = (W sp - a) - ((n_Hbolts-0.5)*dHo1e_sp) = Lvg sp2 - (((n_Vbolt-1)/2)*dHo1e_sp) - (0.5*dHole_sp) = Lvg sp* tsp *n_sp = Lvn_sp* tsp *n_sp = Ltn_sp* tsp *n_sp = 0.6* Fu sp* Anv_sp3 + Ubs* Fu_sp* Ant spa = 0.6* Fy_sp* Agv_sp3 + Ubs* Fu_sp* Ant spa _ 0 blockshear* min (Rn_sp_BS5, Rn_sp_BS6) = Pr BSI / 0Rn_sp_BS3 = max(DCR sp B_BS1, DCR sp B_BS2, DCR sp B_BS3, DCR sp B_BS4) = OK, if DCR sp B_BS - DCR sp B_BS_allowed Component Shear Yielding Rupture P+M Bearing BS Max Beam Web - - - - 0.172 0.241 0.241 Shear Plate - 0.213 0.400 0.388 0.255 0.411 0.411 Shear Plate Bolt 0.231 - - - - - 0.231 SP Fillet Weld 0.233 - 0.233 a� rm g it n e e Ir s PROJECT: KAPPEN REMODEL N o: 2301IS SHEET: Simpson Strong -Tie Yield -Link Moment Connection Design 5. Column Connection Design Checks B3RIGHT 5.1 CURRENT MEMBER: Column ID:1 1 Top Story= Storyl Use Dout„u, , �:- Column size: W8X48 Left Beam ID= N/A Right Beam ID= 1001 Pu (kips): 8.65 Left Beam size= N/A Right Beam size= W 12X3! Hcc_b (in): 143 LeftEndLink= N/A LeftEndLink= YES Hcc_t (in): #N/A RightEndLink= N/A RightEndLink= YES Stiffener (Y/N): YES db_left (in)= #N/A db_right (in)= 12.5 Ext. Stiffener depth= Full Depth Left Link Size: N/A Right Link Size: YL4-2 Current Story= Storyl Left Beam Lh (in): N/A Right Beam Lh (in): 166.00 Story Above= Story2 Vu_Gravity (kips): 0.00 Vu_Gravity (kips): 2.55 5.2 LINK PROPERTIES: (From YL Database) Thickness (t_stem) = Yield Width (b_yield)= Thickness (t_flange) Spacing Along Length (horiz) (bolt _s_flange) Gauge Along Width (vertical) (bolt_g_flange)= Flange height (H_flange) = a= Pcap_Link= Mcap=l Left Link Ri ht Link in in in in in in in kips = if (R = 3, Py_link, Pr -Link), k-in = Pcap_Link *(db+tstem) R= Fy_link= Fu_link= Rt= Py_linkL= Pr_linkL= Py_linkR= Pr_linkR= 6.5 50 65 1.2 0 0 50 78 ksi ksi kips kips kips kips 0.000 0.500 0.000 2.000 0.000 0.875 0.000 3.500 0.000 3.250 0.000 5.750 0.000 2.750 0.0 78 0 1 1014 5.3 CHECK STRONG COLUMN WEAK BEAM REQUIREMENTS: (AISC 358 Chanter 12_ Sten 141 Mcap= Lh= Vbm_gravity= Vu_bm= Column Size= Fyc= a= Agc= Zcx= dc= tcf= Pu_colPositive= Muv= EMp_col= EMpb= Pu<0.3*Pc?= Top Story?= SCWB DCR= SCWB DCR total= Left Side Right Side kip*in in kip ksi in in"2 in13 in in kips kips*in kip*in kip*in AISC 360 Table B4.1 b Value previously defined Column Size= W8X48 Col b/t= 5.92 Compact = n_sides* Mpr/Lh + Vbm_gravity Col h/tw= 15.9 Compact Value previously defined Value previously defined AISC 341 Table D1.1 Value previously defined Col b/t= 5.92 Hi.Ductile Looked up value Looked up value Col h/tw= 15.9 Hi.Ductile Looked up value Looked up value Max Axial Force of column per Overstrength combo = Vu bm* (dc/2 + a) = Zcx* (Fyc - Pu colPositive/Agc) * if(top story,1 else 2) = Mpr+ Muv AISC 341-16 E3.4a Exception (a) AISC 341-16 E3.4a Exception (a) (1) SCWB not applicable at top story 0.00 1014.00 N/A 152.0 0.00 2.55 0.00 15.89 W8X48 W8X48 50 50 0.00 2.75 14.1 14.1 49.00 49.00 8.5 8.5 0.685 0.685 8.65 8.65 0.0 111.3 2420 2420 0 1125 YES YES YES YES 0.000 0.465 N/A 5.4 COLUMN PANEL ZONE CHECK VITHOUT DOUBLER PLAI �v_pz= 1 0.90 Fyc= 50.00 ksi dc= tcw= Agc= Pc= Pu= �Rn_PZ= Vu c= Pcap_Link= Ru= DCR_PZ= DCR_PZ_geometry= DCR PZ total= 5.4.1 COLUMN WEB DOUBLER PLATE CHECK: Doubler Plate Required= Fy_dpl= �Rn_PZ_NODBLR= �Rn_PZ_req= �Rn_PZ_NEW= t_dblr_strength= dz= wz= t_dblr_geom= t_dblr= t_dblr_min= t dblr use= �Rn_PZ_DBLR= DCR_PZ_NEW= DCR_PZ_total_N EW = DCR_PZ_geometry_Web= DCR_PZ_geometry_Total= DCR_PZ_Total= 8.50 in in in^2 kips kips kips 0.40 14.10 705 8.65 91.80 Left Side Ri 0.00 0.00 0.00 0.000 0.000 0.850 AISC 358 Chapter 12, Step 1 Value previously defined Value previously defined Value previously defined Value previously defined = Fyc* Agc Value previously defined = 0 v_pz* if (Pu < 0.4* Pc, 0.6* Fy_co/* dc* tcw, 0.6* Fy_col* dc* tcw* (1.4 - Pu/Pc)) tht Side 0.00 kips = I Mpb/((Hcc b+Hcc t)/2), 0 for top story 78.00 kips = Pu link 78.00 kips 0.850 = Pr link - Vu c / 0 Rn PZ 0.51 E=[(dz+wz)/90] / tcw, 0 for R=3 and R=4.5 AISC 341 column web PZ geometry check OK Ok, if DCR PZ - DCR PZ Limit LISC 358 Chapter 12, Step 16 NO <----If NO, Skip 3.4.1 ksi kips kips kips lin in 50 91.80 0.00 91.8 0.000 11.46 7.13 in 0.250 in 0.375 in, W/O plug weld 0.375 in, with plug weld 0.375 in 163.99 kips Left Side Ri ht Side 0.000 0.476 0.476 OK 0.516 0.267 in, with plug weld 0.476 USE Plug Weld?l NO =Doubler Yield Strength = 0 v_pz* if (Pu < 0.4* Pc, 0.6* Fy_co/* dc* tcw, 0.6* Fy_col* dc* tcw* (1.4 - Pu/Pc)) = Additional capcaity required = �Rn_PZ_NODBLR + �Rn_PZ_req =d b -2tbf if different d b, use average =d c -2t cf =cei1ing(((dz+wz)/90),1/16), 0 for R=3 and R=4.5 =max([(dz+wz)/90] - tcw,tdp_min,t_dblr_strength) Doubler Plate thickness _ O v_pz* if (Pu < 0.4* Pc, 0.6* (Fy_co/* dc* tcw + Fy_dpl*(dc-2*tcf)*t dblr), 0.6* (Fy_col* do*tcw + Fy_dpl*(dc-2*tcf)*t_dblr)* (1.4 - Pu/Pc)) =[(dz+wz)/90] / tcw, 0 for R=3 and R=4.5 =[(dz+wz)/90] / (tcw+t dblr) =max of DCR_PZ (strength), DCR_PZ (geometry_web), DCR_PZ (geometry_DP) ,.PROJECT: K,4PPEN REMODEL 2301 le S H E ET: Simpson Strong -Tie Yield -Link Moment Connection Design 5. Column Connection Design Checks B3RIGHT 5.4.2 DOUBLER TO COLUMN WEB/CONTINUITY PLATE WELD (AISC 358 Chapter 12, Step 19 Option 1: Doubler without Continuity plates t_dblr= 0.375 in doubler plate thickness tcw= 0.40 in column web thickness min t= 0.375 in =min of tDP and tcw, rounded up to nearest 1/16 wfillet=l 0.1875 lin From AISC 360 Table J2.4 Option 2A: Extended Doubler Plate Continuity plate to doubler per Section E3.6f.2( c) t_dblr= 0.375 in doubler plate thickness (c.3, available strength of doubler plate) wfillet= 0.2344 in=5/8*tDP (develop shear strength of the doubler Plate), rounded to nearst 1/16 wfillet use= 0.2500 1n # of sides= 2 Option 213: Doubler plates placed between continuity plates 75% of the available shear yield strength of the full doubler plate thickness (AISC 341 E3.3(2)) t_dblr= 0.375 in doubler plate thickness wfillet_use= 0.3750 in t_dblr, same thickness to develop doubler Plate capacity # of sides= 1 5.4.3 DOUBLER TO WEB PLUG WELD IF REQUI Doubler Plate Plug -Weld Used? dz_mod= wz_mod= (dz_mod+wz_mod)/90 PlugWeld_Dia= SC 358 Chapter 12, Step 16 NO 5.730 in, 0.5*dz 3.565 in, 0.5*wz 0.103 OK 0.688 lin Weld Depth=1 0.375 in 5.4.4 DOUBLER TO COLUMN FLANGE WELD (AISC 358 Chapter 12, Step 16 Option 1: Fillet weld to develop doubler plate shear capacity t_dblr= 0.375 in doubler plate thickness Vn= 11.25 kips 0.6*Fy*Agv (per 1 in length) wfillet= 9.0 /16 Vn/1.39, rounded up to 1/16" Option 2: Groove weld per AWS D1.8 Clause 4.3 5.5 CHECK UNSTIFFENED COLUMN FLANGE AND WEB: SMF Sides= 1 (1 for singled sided SMF, 2 for double sided SMF) dbm= tbf= d_stiff_cap= d_stiffrop= d stiffBot= Left Side Right Side #N/A 12.5 #N/A 0.52 #N/A 3.5 #N/A 3.5 #N/A 16 5.6 COLUMN WFR LOCAL YIELDING (AISC 360 J10.21- i n d beam in Location of top stifferener to top of column cap, assume 2 do if not at top story i n Location of bottom stiffener to top of column cap = d + d stiffTop �WLY= dc= kdes= t_flange= t_stem= I_b= Ct_top= Ct_bot= �Rn WLYmoreD= �Rn WLYIessD= �Rn WLY top= �Rn WLY bot= Left Side Right Side in Value previously defined in Looked up value in Link flange thickness in Link stem thickness in = 2* t flange + t stem = if (d stifffop <= dc, 0.5, 1) = if (d botfop <= dc, 0.5, 1) kips = 0WLY* Fy_co/* tcw* (5*kdes + I b) kips = 0WLY* Fy_co/* tcw* (2.5*kdes + 1 b) kips = if (d stifffop > d, fRn_WLYmoreD, fRn_WLYIessD) kips = if (d stiffBot > d, fRn WLYmoreD, fRn_WLYIessD) 1 1 8.E 8.5 1.08 1.08 0.000 0.875 0.000 0.500 0 2.25 #N/A 0.5 #N/A 1 108.00 153.00 54.00 99.00 #N/A 99.00 #N/A 153.00 5.7 COLUMN WEB LOCAL CRIPPLING AISC 360 J10.3 WLC= 0.75 Es= 29000 tcf= 0.685 tcw= 0.4 �Rn WLC more0.5D= 204.9 ksi in in kip AISC J10-5a= 102.44 kips ht Side 102.4 kips = if (d stiffTop > d, fRn WLC more0.5D, fRn WLC less0.5D) �Rn _WLC 204.9 kips = if (d stiffBot > d, fRn WLC more0.5D, fRn WLC Iess0.5D) 5.8 COLUMN WEB COMPRESSION BUCKLIING (AISC 360 J10.51: Value previously defined Value previously defined = 0 WLC* 0.8* tcw^2* (1 + 3*(1 b/dc)*(tcw/tcf)A1.5)* Sgrt(Es* Fy_col* tcf/ tcw) AISC J10-5b= �RnWLCIess0.5D= 68.9 kips kips 102.44 Left Side Ri = 0.5* 0Rn_WLC more0.5D = 0 WLC* 0.4* tcw^2* (1 + 3*(4* Lb/dc - 0.2)*(tcw/tcf)A1.5)* Sgrt(Es* Fy_col* tcf/ tcw) = if (1 b/ do <= 0.2, AISC J10-5a, AISC J10-5b) Note: This check is for 2-sided SMF connection only WCB= 0.9 h= 6.34 in = do - 2*kdes �Rn WCB= 262.6 kips AISC J10-8, = OWCB* 24* tcw^3* sgrt(Es* Fy_col)/h �Rn WC13 top= �Rn_WC13_bot= Left Side Ri ht Side #N/A 131.28 #N/A 262.56 kips = if (d stiffTop < d, ORn_WCB*0.5, ORn_WCB) kips = if (d botTop < d, 0Rn WCB*0.5, ORn WCB ) ,.PROJECT: K,4FFEN REMODEL 230119 S H E ET: kips = if (d stiffTop < d, ORn_WCB*0.5, ORn_WCB) kips = if (d botTop < d, 0Rn WCB*0.5, ORn WCB ) ,.PROJECT: K,4FFEN REMODEL 230119 S H E ET: Simpson Strong -Tie Yield -Link Moment Connection Design 5. Column Connection Design Checks [DRIGHT 5.9 SUMMARY OF LOCAL CAPACITIES: Left Side At Top Stiffener At Bottom Stiffener Wn WLY top= #N/A kips �Rn WLY bot= #N/A kips �Rn_WLC_top= #N/A kips �Rn_WLC_bot= #N/A kips �Rn_WCB_top= #N/A kips �Rn _WCB_bot= #N/A kips if (SMF Sides = 1, ORn_Stiff top = min (0Rn_WLY top, ORn_WLi d (SMF Sides = 1, O Rn_Stiff bot = min (O Rn_WLY bot, min ( O Rn_WLY top, 0 Rn_WLC top, 0 Rn_WCB_top)) min ( 0 Rn_WLY_bot, 0 Rn_WLC_bot, 0 Rn_WCB_bot)) �Rn Stiff top= #N/A kips �Rn Stiff bot= #N/A kips 0 Rn_WLC bot), Top Stiffener Required= #N/A Bottom Stiffener Required= #N/A Stiff Req'd= #N/A Top Stiff Provided?: YES Bottom Stiff Provided?: YES Right Side At Top Stiffener At Bottom Stiffener �Rn_WLY top=1 99.00 kips �Rn_WLY bot=L153.00 kips �Rn_WLC_top= 102.44 kips �RnWLC_bot=204.9 kips �RnWCBtop= 131.28 kips �Rn_WCB_bot=262.56 kips if (SMF Sides = 1, 0Rn_Stiff top = min (0Rn_WLY top, 0Rn_WLi if (SMF Sides = 1, 0Rn_Stiff bot = min (0Rn_WLY bot, 0Rn_WLC bot), min ( O Rn_WLY top, 0 Rn_WLC top, 0 Rn_WCB_top)) min ( O RnWLY bot, O RnWLC bot, O RnWCBbot)) �Rn Stiff top= 99.00 kips �Rn Stiff bot= 153.00 kips Top Stiffener Required= No Bottom Stiffener Required= No Stiff Req'd=l NO Top Stiff Provided?: YES 5.10 WEB SIDESWAY BUCKLING (AISC 360-J10.4): Note: Assume compression flange is NOT restrained against rotation �WSB= Hcc= bcf= Scx= Lb= My= Mu= Cr= (h/tcw)/(Lb/bcf)= �Rn WSB= WSB check= BotStiffener Bracing_Req'd= Left Side Ri ht Side 0.85 0.85 143.26 143.26 8.11 8.11 43.20 43.2 #N/A 137.0 2160.0 2160.0 0 1014 960000 960000 #N/A 0.94 #N/A 294 N/A N/A #N/A No 5.11 COLUMN STIFFENER DESIGN: (AISC 358 Chapter 12, Step 19) Fsu_top= Fsu_bot= Fsu= Left Side Right Side #N/A 0.0 #N/A 0.0 #N/A 0.0 Bottom Stiff Provided?: YES in Value previously defined in Column flange width inA3 Looked up value in =Hcc-d/2 (kips*in = Scx* Fyc kips*in =Mpr ksi = if (Mu < My, 960000, 480000) = (h/ tcw)/ (Lb/ bco kips AISC J10-7, = (0WSB* Cr* tcw"3* tcf/ hA2)/ (0.4* Cr^3) Not applicable = if (And (ORn_WSB < Pr link, WSB_check = 'Applicable'), "Yes" "No') kips = if (Pr link - 0Rn_Stiff top < 0, 0, Pr link - ORn_Stiff top) kips = if (Pr link - 0Rn_Stiff _bot < 0, 0, Pr_link - ORn_Stiff_bot) kips = max (Fsu top, Fsu bot) * SMF Sides 5.12 CONTINUITY PLATE REQUIREMENTS BASED ON GEOMETRY AND TENSION YIELDING: (AISC 358 Chapter 12, Step 19 fit= 0.9 Value previously defined Fy_stiff= 50 ksi Value previously defined Kdet= 1.375 in Looked up value K1= 0.813 in Looked up value tcwdet/2 = 0.188 in Looked up value tcf(det) = 0.688 in Looked up value As_min= Lclip_web_min= Lclip_web= Lclip_flange_min= Lclip_flange= bstiff_min= bstiff_max= bstiff= tstiff-USE? t_stiff_tension= tstiff_min= tstiff_max= t stiff Use= Left Side Right Side #N/A 0.00 2.188 2.188 2.188 2.188 0.625 0.625 0.625 0.625 2.5033 2.5033 3.855 3.855 3.7500 3.7500 YES YES #N/A 0.000 0.000 0.375 0.000 0.500 #N/A 0.375 Lstiff _Pdepth_ini= 3.565 in Lstiff_Fdepth_ini= 7.13 in Lstiff _ini= 7.13 in Lstiff= 7.13 in inA2 = Fsu/ (ft* Fy_Still) in = Kdet - tcf + 1.5 in = Ceiling (Lclip_web_min, 0.0625) in = K1 - tcwdet/2 in = Ceiling (Lclip_flange_min, 0.0625) in AISC 360 J10.8, = bcf/3 - tcw/2 in = (bcf - tcw)/2 in = Floor (bstiff max, 0.125), Each side of column web in Input value = As -min/ (bstiff Lclip_flange)/ 2/ SMF Sides, OK, if t stiff tension <= tstiff in = max (t stem/2, bstiff/16, looked up value), OK, if tstiff min <= tstiff in = t stem, OK, if tstiff max >= tstiff = 0.5* do - tf, For Single sided connections (partial depth) = do - 2*tcf, For double sided connections = if (and(SMF Sides = 1,Ext. Stiffener depth="Partial'), Lstiff Pdepth_ini, Lstiff Fdepth_ini) = Floor (Lstiff ini, 0.0625) 5.13 FULL DEPTH STIFFENER PLATE FOR 2-SIDED MOMENT CONNECTIONS ONLY: THIS SECTION NOT APPLICABLE TO 1-SIDED SMF �c= Kstiff= Astiff_fd= Istiff_fd= rstiff_fd= Kstiff*Lstifffd/rstifffd= Fe= Fcr= Pn_stiff= 4)c*Pn_stiff= DCR_stiff_comp= Left Side Right Side 0.9 0.9 0.75 0.75 #N/A 4.73 #N/A 15.43 #N/A 1.81 #N/A 2.96 #N/A 32682 #N/A 49.97 #N/A 236.6 #N/A 213.0 0.000 0.000 in^2 = 2* bstiff* tstiff + 12* tcw"2 in^4 = 12* tcw* tcw"3/12 + 2* (tstiff* bstiff^3/ 12+ bstiff* tstiff* (bstiff/2 +tc/2)^2 ) in = Sgrt (Istiff fd/ Astiff fd) = Kstiff* Lstiff _fd/ rstiff_Id ksi = Pi^2* 29000/ (Kstiff* Lstiff fd/ rstiff fd)^2 ksi = if (Kstiff* Lstiff _fd/ rstiff_fd <= 4. 71 * Sgrt (290001 Fy_stiff), 0. 658A (Fy_stiff/ Fc) * Fy_stiff, kips = Kstiff* Lstiff _fd* rstiff_fd > 25, Fcr*Astiff_fd, Astiff_fd* Fy_stiff 0.877*Astiff fd) kips = fc* Pn_stiff OK = if (SMF Sides = 1, 0, Fsu/ (fc* Pn_stifo OK if DCR Stiff comp < stiff DCR PROJECT: K,4FFEN REMODEL r? F 230119 S H E ET: Simpson Strong -Tie Yield -Link Moment Connection Design 5. Column Connection Design Checks B3RIGHT 5.14 STIFFENER PLATE DOUBLE SIDE FILLET WELD TO COLUMN FLANGE: (AISC 358 Chapter 12, Step 19.2 fillet= 0.75 Fexx= 70 ksi tstiff= 0.375 in Value previously defined wfillet min= 0.1875 in Minimum fillet weld size per A1SC 360 Table J2.4 wfillet_flange_min= wfillet_flange= wfillet_flange_DCR= Left Side Right Side #N/A 0.000 #N/A 0.188 #N/A 0.000 in = (0.5* Fsu/ SMF_Sides)/ (0 fillet* 1.5* 0.6* Fexx* (bstiff - Lclip_flange-0.5)*2^(1/2)) in =Max (wfillet min, ceililing(wfillet flange_min, 1/16')) = wfillet flange min/ wfillet flang 5.15 STIFFENER PLATE DOUBLE SIDE FILLET WELD TO COLUMN WEB: (AISC 358 Chanter 12_ Stan 19.21 wfillet min= wfillet min web= wfillet_web= wfillet web DCR= Left Side Right Side in Minimum fillet weld size per AISC 360 Table J2.4 in = 0.5* Fsu* SMF Sides/ (ffillet* 0.6* Fexx* (Lstiff - Lclip_web-0.5)*21(1/2)) in=max(wfillet min, ceiling(wfillet web,1/16) 0.1875 0.1875 #N/A 0.000 #N/A 0.188 #N/A 0.000 5.16 CHECK MINIMUM COLUMN FLANGE WIDTH AND THICKNESS: (Geometr Left Side Ri ht Side bcf= 8.1 8.1 in bcf_LinkFlg_bolt= 0 5.75 in bcf DCR= 0.000 0.709 OK 5.16.1 CONNECTION AWAY FROM COLUMN ENDS (Step 18 Table 1.1): fib= tcf= C= 9= H_flange= S= pso= psi_tmp= psi= hl= h0= Left Side Right Side 0.9 0.9 0.685 0.685 0.000 3.250 0.000 3.500 0.000 5.750 0.000 2.664 -0.188 1.563 -0.188 1.563 -0.188 1.563 #N/A 11.25 #N/A 14.75 =column flange width =Link Sflange+2*Ledge_min in Value previously defined in = bolt g flange in = bolt s_flange in Value previously defined in = 0.5* Sqrt (bcf* g) in = (g - tstiff)/2 in = pso in = if (psi tmp > s, s, psi tmp) in =db+t stem -g/2 in =db+t stem +g/2 Yc_unstiffened= #N/A 1 106.44 1 in tcf req_unstiffened= #N/A 1 0.48 in Yc_stiffened= #N/A 1 169.84 in tcf req_stiffened= #N/A 1 0.38 in Stiffened?= tcf_min= DCR colFLB1= YES YES #N/A 0.382 N/A 0.558 IT' 5.16.2 CONNECTION AT STIFFENED COLUMN END (STEP 18, TABLE 1.2, CASE 1): de= pfi= pso= Yp= tcf_req= DCR colFLB2= Left Side Ri ht Side 1.25 1.25 -0.1875 1.5625 -0.1875 1.5625 #N/A 146.701 #N/A 0.411 N/A 0.600 in in in in in = bcf/2* (h1/s + h0/s) + 2/g* (h1 * (s + 3*c/4) + h0* (s +c/4) + c^214) +g/2 = Sgrt (1.1 * Mcap/ (ob* Fyc* Yc unstiffened) ) =bcf/2*(h1*(1/s+ 1/psi)+h0*(1/s+ 1/pso))+2/g*(h1*(s+psi) +h0*(s+pso)) = Sgrt (1.1 * Mcap/ (fb* Fyc* Yc stiffened) ) Bottom Stiffener Required per 17.3 = if (Stiffened? = YES, tcf_req_stiffened, tcf_req_unstiffened) = tcf min/ tcf centerline of top link bolt to top of column = (g - tstiff)/ 2 Value previously defined = bcf/2* (h1 * (1/pfi + 1/pso) + h0* (1/pso + 1/2/s)) + 2/g* (h1 * (pfi + s) + h0* (d2 + pso) ) = Sgrt* (1.1 * Mcap/ (fb* Fy* Yp) ) = tcf req/ tcf 5.17 STABILITY BRACING AT BEAM -TO -COLUMN CONNECTIONS (AISC 341-16 SECTION E3 4.c (b)) Link Size= byield= tstem= Fy_link= Ry= Pye_I i n k= 0.02 * Pye_link= Pbrace (ASD)= 5.18 DESIGN SUMMARY: DCR Summary: SCWB DCR total= DCR PZ total= DCR-PZ-total - NE W = DCR_stiff_comp_DCR= wfillet _flange_DCR= wfillet_ web_ DCR= DCR_colFLB1= DCR_colFLB2= DCR colFLB= Left Side Right Side N/A YL4-2 0.000 2.000 0.000 0.500 50 50 1.1 1.1 0 55 0.000 1.100 0.000 0.770 Report: N/A Overall PZ chk: N/A 0.850 OK 0.47E NO .850 0.000 0.000 .000 #N/A 0.000 000 #N/A 0.000 -.000 N/A 0.558 0.558 N/A 0.600 0.600 0.600 in in ksi kips AISC 341, E3.4c.1(b) kips Bracing Force (LRFD) kips =0.7*Bracing Force (LRFD) Geometry/Weld Summary: Report: DP used? t_dblr_use= Stiffener Req'd= t_stiff _Use= wfillet_flange= wfillet web= NO PlugWeld? NO 0.375 '.000 NO ,O NO #N/A 375 .375 #N/A 188 ..,.188 #N/A 188 0.188 ,.PROJECT: K,4FFEN REMODEL 2301 le S H E ET: Simpson Strong -Tie Yield -Link Moment Connection Design 5. Column Connection Design Checks B3RIGHT 5.1 CURRENT MEMBER: Column ID:1 2 Top Story= Storyl Use Dout„u, , �:- Column size: W8X48 Left Beam ID= 1001 Right Beam ID= N//- Pu (kips): 8.65 Left Beam size= W 12X35 Right Beam size= NM Hcc_b (in): 143 LeftEndLink= YES LeftEndLink= N/F Hcc_t (in): #N/A RightEndLink= YES RightEndLink= N/A Stiffener (Y/N): YES db_left (in)= 12.5 db_right (in)= #N/A Ext. Stiffener depth= Full Depth Left Link Size: YL4-2 Right Link Size: N/A Current Story= Storyl Left Beam Lh (in): 166.00 Right Beam Lh (in): N/A Story Above= Story2 Vu_Gravity (kips): 2.55 Vu_Gravity (kips): 0.00 5.2 LINK PROPERTIES: (From YL Database) Thickness (t_stem) = Yield Width (b_yield)= Thickness (t_flange) Spacing Along Length (horiz) (bolt _s_flange) Gauge Along Width (vertical) (bolt_g_flange)= Flange height (H_flange) = a= Pcap_Link= Mcap=l Left Link Ri ht Link in in in in in in in kips = if (R = 3, Py_link, Pr -Link), k-in = Pcap_Link *(db+tstem) R= Fy_link= Fu_link= Rt= Py_linkL= Pr_linkL= Py_linkR= Pr_linkR= 6.5 50 65 1.2 50 78 0 0 ksi ksi kips kips kips kips 0.500 0.000 2.000 0.000 0.875 0.000 3.500 0.000 3.250 0.000 5.750 0.000 2.750 0.000 78.0 0 1014 1 0 5.3 CHECK STRONG COLUMN WEAK BEAM REOUIREMENTS: (AISC 358 Chanter 12_ Sten 141 Mcap= Lh= Vbm_gravity= Vu_bm= Column Size= Fyc= a= Agc= Zcx= dc= tcf= Pu_colPositive= Muv= EMp_col= EMpb= Pu<0.3*Pc?= Top Story?= SCWB DCR= SCWB DCR total= Left Side Right Side kip*in in kip ksi in in"2 in13 in in kips kips*in kip*in kip*in AISC 360 Table B4.1 b Value previously defined Column Size= W8X48 Col b/t= 5.92 Compact = n_sides* Mpr/Lh + Vbm_gravity Col h/tw= 15.9 Compact Value previously defined Value previously defined AISC 341 Table D1.1 Value previously defined Col b/t= 5.92 Hi.Ductile Looked up value Looked up value Col h/tw= 15.9 Hi.Ductile Looked up value Looked up value Max Axial Force of column per Overstrength combo = Vu bm* (dc/2 + a) = Zcx* (Fyc - Pu colPositive/Agc) * if(top story,1 else 2) = Mpr+ Muv AISC 341-16 E3.4a Exception (a) AISC 341-16 E3.4a Exception (a) (1) SCWB not applicable at top story 1014.00 0.00 152.0 N/A 2.55 0.00 15.89 0.00 W8X48 W8X48 50 50 2.75 0.00 14.1 14.1 49.00 49.00 8.5 8.5 0.685 0.685 8.65 8.65 111.3 0.0 2420 2420 1125 0 YES YES YES YES 0.465 0.000 N/A 5.4 COLUMN PANEL ZONE CHECK VITHOUT DOUBLER PLAI �v_pz= 1 0.90 Fyc= 50.00 ksi dc= tcw= Agc= Pc= Pu= �Rn_PZ= Vu c= Pcap_Link= Ru= DCR_PZ= DCR_PZ_geometry= DCR PZ total= 5.4.1 COLUMN WEB DOUBLER PLATE CHECK: Doubler Plate Required= Fy_dpl= �Rn_PZ_NODBLR= �Rn_PZ_req= �Rn_PZ_NEW= t_dblr_strength= dz= wz= t_dblr_geom= t_dblr= t_dblr_min= t dblr use= �Rn_PZ_DBLR= DCR_PZ_NEW= DCR_PZ_total_N EW = DCR_PZ_geometry_Web= DCR_PZ_geometry_Total= DCR_PZ_Total= 8.50 in in in^2 kips kips kips 0.40 14.10 705 8.65 91.80 Left Side Ri 0.00 78.00 78.00 0.850 0.516 0.850 AISC 358 Chapter 12, Step 1 Value previously defined Value previously defined Value previously defined Value previously defined = Fyc* Agc Value previously defined = 0 v_pz* if (Pu < 0.4* Pc, 0.6* Fy_co/* dc* tcw, 0.6* Fy_col* dc* tcw* (1.4 - Pu/Pc)) tht Side 0.00 kips = I Mpb/((Hcc b+Hcc t)/2), 0 for top story 0.00 kips = Pu link 0.00 kips 0.000 = Pr link - Vu c / 0 Rn PZ 0.000=[(dz+wz)/90] / tcw, 0 for R=3 and R=4.5 AISC 341 column web PZ geometry check OK Ok, if DCR PZ - DCR PZ Limit LISC 358 Chapter 12, Step 16 NO <----If NO, Skip 3.4.1 ksi kips kips kips lin in 50 91.80 0.00 91.8 0.000 11.46 7.13 in 0.250 in 0.375 in, W/O plug weld 0.375 in, with plug weld 0.375 in 163.99 kips Left Side Ri ht Side 0.476 0.000 0.476 OK 0.516 0.267 in, with plug weld 0.476 USE Plug Weld?l NO =Doubler Yield Strength = 0 v_pz* if (Pu < 0.4* Pc, 0.6* Fy_co/* dc* tcw, 0.6* Fy_col* dc* tcw* (1.4 - Pu/Pc)) = Additional capcaity required = �Rn_PZ_NODBLR + �Rn_PZ_req =d b -2tbf if different d b, use average =d c -2t cf =cei1ing(((dz+wz)/90),1/16), 0 for R=3 and R=4.5 =max([(dz+wz)/90] - tcw,tdp_min,t_dblr_strength) Doubler Plate thickness _ O v_pz* if (Pu < 0.4* Pc, 0.6* (Fy_co/* dc* tcw + Fy_dpl*(dc-2*tcf)*t dblr), 0.6* (Fy_col* do*tcw + Fy_dpl*(dc-2*tcf)*t_dblr)* (1.4 - Pu/Pc)) =[(dz+wz)/90] / tcw, 0 for R=3 and R=4.5 =[(dz+wz)/90] / (tcw+t dblr) =max of DCR_PZ (strength), DCR_PZ (geometry_web), DCR_PZ (geometry_DP) ,.PROJECT: K,4PPEN REMODEL 2301 le S H E ET: Simpson Strong -Tie Yield -Link Moment Connection Design 5. Column Connection Design Checks 5.4.2 DOUBLER TO COLUMN WEB/CONTINUITY PLATE WELD (AISC 358 Chapter 12, Step 19 Option 1: Doubler without Continuity plates t_dblr= 0.375 in doubler plate thickness tcw= 0.40 in column web thickness min t= 0.375 in =min of tDP and tcw, rounded up to nearest 1/16 wfillet=l 0.1875 lin From AISC 360 Table J2.4 Option 2A: Extended Doubler Plate Continuity plate to doubler per Section E3.6f.2( c) t_dblr= 0.375 in doubler plate thickness (c.3, available strength of doubler plate) wfillet= 0.2344 in=5/8*tDP (develop shear strength of the doubler Plate), rounded to nearst 1/16 wfillet use= 0.2500 in # of sides= 2 Option 213: Doubler plates placed between continuity plates 75% of the available shear yield strength of the full doubler plate thickness (AISC 341 E3.3(2)) t_dblr= 0.375 in doubler plate thickness wfillet_use= 0.3750 in t_dblr, same thickness to develop doubler Plate capacity # of sides= 1 5.4.3 DOUBLER TO WEB PLUG WELD IF REQUI Doubler Plate Plug -Weld Used? dz_mod= wz_mod= (dz_mod+wz_mod)/90 PlugWeld_Dia= SC 358 Chapter 12, Step 16 NO 5.730 in, 0.5*dz 3.565 in, 0.5*wz 0.103 OK 0.688 lin Weld Depth=1 0.375 in 5.4.4 DOUBLER TO COLUMN FLANGE WELD (AISC 358 Chapter 12, Step 16 Option 1: Fillet weld to develop doubler plate shear capacity t_dblr= 0.375 in doubler plate thickness Vn= 11.25 kips 0.6*Fy*Agv (per 1 in length) wfillet= 9.0 /16 Vn/1.39, rounded up to 1/16" Option 2: Groove weld per AWS D1.8 Clause 4.3 5.5 CHECK UNSTIFFENED COLUMN FLANGE AND WEB: SMF Sides= 1 (1 for singled sided SMF, 2 for double sided SMF) dbm= tbf= d_stiff_cap= d_stiffrop= d stiffBot= Left Side Right Side 12.5 #N/A 0.52 #N/A 3.5 #N/A 3.5 #N/A 16 #N/A 5.6 COLUMN WFR LOCAL YIELDING (AISC 360 J10.211- i n d beam in Location of top stifferener to top of column cap, assume 2 do if not at top story i n Location of bottom stiffener to top of column cap = d + d stiffTop �WLY= dc= kdes= t_flange= t_stem= I_b= Ct_top= Ct_bot= �Rn WLYmoreD= �Rn WLYIessD= �Rn WLY top= �Rn WLY bot= Left Side Right Side in Value previously defined in Looked up value in Link flange thickness in Link stem thickness in = 2* t flange + t stem = if (d stifffop <= dc, 0.5, 1) = if (d botfop <= dc, 0.5, 1) kips = 0WLY* Fy_co/* tcw* (5*kdes + I b) kips = 0WLY* Fy_co/* tcw* (2.5*kdes + 1 b) kips = if (d stifffop > d, fRn_WLYmoreD, fRn_WLYIessD) kips = if (d stiffBot > d, fRn WLYmoreD, fRn_WLYIessD) 1 1 8.E 8.5 1.08 1.08 0.875 0.000 0.500 0.000 2.25 0 0.5 #N/A 1 #N/A 153.00 108.00 99.00 54.00 99.00 #N/A 153.00 #N/A 5.7 COLUMN WEB LOCAL CRIPPLING AISC 360 J10.3 WLC= 0.75 Es= 29000 tcf= 0.685 tcw= 0.4 �Rn WLC more0.5D= 204.9 ksi in in kip AISC J10-5a= 102.44 kips i 5.8 COLUMN WEB COMPRESSION BUCKLIING (AISC 360 J10.51: AISC J10-5b= �RnWLCIess0.5D= 104.6 kips kips 104.62 Left Side Ri Value previously defined Value previously defined = 0 WLC* 0.8* tcw^2* (1 + 3*(1 b/dc)*(tcw/tcf)A1.5)* Sgrt(Es* Fy_col* tcf/ tcw) = 0.5* 0Rn_WLC more0.5D = 0 WLC* 0.4* tcw^2* (1 + 3*(4* Lb/dc - 0.2)*(tcw/tcf)A1.5)* Sgrt(Es* Fy_col* tcf/ tcw) = if (1 b/ do <= 0.2, AISC J10-5a, AISC J10-5b) ht Side #N/A kips = if (d stiffTop > d, fRn WLC more0.5D, fRn WLC less0.5D) #N/A kips = if (d stiffBot > d, fRn WLC more0.5D, fRn WLC Iess0.5D) Note: This check is for 2-sided SMF connection only WCB= 0.9 h= 6.34 in = do - 2*kdes �Rn WCB= 262.6 kips AISC J10-8, = OWCB* 24* tcw^3* sgrt(Es* Fy_col)/h �Rn WC13 top= �Rn_WC13_bot= Left Side Ri ht Side 131.28 #N/A 262.56 #N/A kips = if (d stiffTop < d, ORn_WCB*0.5, ORn_WCB) kips = if (d botTop < d, 0Rn WCB*0.5, ORn WCB ) ,.PROJECT:: K,4FFEN REMODEL 230119 SHEET: B3RIGHT kips = if (d stiffTop < d, ORn_WCB*0.5, ORn_WCB) kips = if (d botTop < d, 0Rn WCB*0.5, ORn WCB ) ,.PROJECT:: K,4FFEN REMODEL 230119 SHEET: B3RIGHT Simpson Strong -Tie Yield -Link Moment Connection Design 5. Column Connection Design Checks [DRIGHT 5.9 SUMMARY OF LOCAL CAPACITIES: Left Side At Top Stiffener At Bottom Stiffener Wn WLY top= 99.00 kips �Rn WLY bot= 153.00 kips �Rn_WLC_top= 104.62 kips �Rn_WLC_bot= 204.9 kips �Rn _WCB_top= 131.28 kips Wn_WCB_bot= 262.56 kips if (SMF Sides = 1, 0Rn_Stiff top = min (0Rn_WLY top, 0Rn_WLi if (SMF Sides = 1, 0 Rn_Stiff bot = min (0 Rn_WLY bot, min ( O Rn_WLY top, 0 Rn_WLC top, 0 Rn_WCB_top)) min ( O Rn_WLY_bot, O Rn_WLC_bot, 0 Rn_WCB_bot)) �Rn Stiff top= 99.00 kips �Rn Stiff bot= 153.00 kips 0 Rn_WLC bot), Top Stiffener Required= No Bottom Stiffener Required= No Stiff Req'd=l NO Top Stiff Provided?: YES Bottom Stiff Provided?: YES Right Side At Top Stiffener At Bottom Stiffener �Rn_WLY_top= #N/A kips �Rn_WLY bot= #N/A kips �Rn_WLC_top= #N/A ]kips kips �Rn_WLC_bot= #N/A kips �Rn_WCB_top= #N/A �Rn _WCB_bot= #N/A kips if (SMF Sides = 1, ORn_Stiff top = min (0Rn_WLY_top, 0Rn_WLi if (SMF Sides = 1, ORn_Stiff bot = min (ORn_WLY bot, oRn_WLC bot), min ( O Rn_WLY top, 0 Rn_WLC top, 0 Rn_WCB_top)) min ( O RnWLY bot, O RnWLC bot, O RnWCBbot)) �Rn Stiff top= #N/A kips �Rn Stiff bot= #N/A kips Top Stiffener Required= #N/A Bottom Stiffener Required= #N/A Stiff Req'd= #N/A Top Stiff Provided?: YES 5.10 WEB SIDESWAY BUCKLING (AISC 360-J10.4): Note: Assume compression flange is NOT restrained against rotation �WSB= Hcc= bcf= Scx= Lb= My= Mu= Cr= (h/tcw)/(Lb/bcf)= �Rn WSB= WSB check= BotStiffener Bracing_Req'd= Left Side Ri ht Side 0.85 0.85 143.26 143.26 8.11 8.11 43.20 43.2 137.0 #N/A 2160.0 2160.0 1014 0 960000 960000 0.94 #N/A 294 #N/A N/A N/A No #N/A 5.11 COLUMN STIFFENER DESIGN: (AISC 358 Chapter 12, Step 19) Fsu_top= Fsu_bot= Fsu= Left Side Right Side 0.0 #N/A 0.0 #N/A 0.0 #N/A Bottom Stiff Provided?: YES in Value previously defined in Column flange width inA3 Looked up value in =Hcc-d/2 (kips*in = Scx* Fyc kips*in =Mpr ksi = if (Mu < My, 960000, 480000) = (h/ tcw)/ (Lb/ bco kips AISC J10-7, = (0WSB* Cr* tcw"3* tcf/ hA2)/ (0.4* Cr^3) Not applicable = if (And (ORn_WSB < Pr link, WSB_check = 'Applicable'), "Yes" "No') kips = if (Pr link - 0Rn_Stiff top < 0, 0, Pr link - ORn_Stiff top) kips = if (Pr link - 0Rn_Stiff _bot < 0, 0, Pr_link - ORn_Stiff_bot) kips = max (Fsu top, Fsu bot) * SMF Sides 5.12 CONTINUITY PLATE REQUIREMENTS BASED ON GEOMETRY AND TENSION YIELDING: (AISC 358 Chapter 12, Step 19 fit= 0.9 Value previously defined Fy_stiff= 50 ksi Value previously defined Kdet= 1.375 in Looked up value K1= 0.813 in Looked up value tcwdet/2 = 0.188 in Looked up value tcf(det) = 0.688 in Looked up value As_min= Lclip_web_min= Lclip_web= Lclip_flange_min= Lclip_flange= bstiff_min= bstiff_max= bstiff= tstiff-USE? t_stiff_tension= tstiff_min= tstiff_max= t stiff Use= Left Side Right Side 0.000 #N/A 2.188 2.188 2.188 2.188 0.625 0.625 0.625 0.625 2.5033 2.5033 3.855 3.855 3.7500 3.7500 YES YES 0.000 #N/A 0.375 0.000 0.500 0.000 0.375 #N/A Lstiff _Pdepth_ini= 3.565 in Lstiff_Fdepth_ini= 7.13 in Lstiff _ini= 7.13 in Lstiff= 7.13 in inA2 = Fsu/ (ft* Fy_Still) in = Kdet - tcf + 1.5 in = Ceiling (Lclip_web_min, 0.0625) in = K1 - tcwdet/2 in = Ceiling (Lclip_flange_min, 0.0625) in AISC 360 J10.8, = bcf/3 - tcw/2 in = (bcf - tcw)/2 in = Floor (bstiff max, 0.125), Each side of column web in Input value = As -min/ (bstiff Lclip_flange)/ 2/ SMF Sides, OK, if t stiff tension <= tstiff in = max (t stem/2, bstiff/16, looked up value), OK, if tstiff min <= tstiff in = t stem, OK, if tstiff max >= tstiff = 0.5* do - tf, For Single sided connections (partial depth) = do - 2*tcf, For double sided connections = if (and(SMF Sides = 1,Ext. Stiffener depth="Partial'), Lstiff Pdepth_ini, Lstiff Fdepth_ini) = Floor (Lstiff ini, 0.0625) 5.13 FULL DEPTH STIFFENER PLATE FOR 2-SIDED MOMENT CONNECTIONS ONLY: THIS SECTION NOT APPLICABLE TO 1-SIDED SMF �c= Kstiff= Astiff_fd= Istiff_fd= rstiff_fd= Kstiff*Lstifffd/rstifffd= Fe= Fcr= Pn_stiff= 4)c*Pn_stiff= DCR_stiff_comp= Left Side Right Side 0.9 0.9 0.75 0.75 4.73 #N/A 15.43 #N/A 1.81 #N/A 2.96 #N/A 32682 #N/A 49.97 #N/A 236.6 #N/A 213.0 #N/A 0.000 0.000 in^2 = 2* bstiff* tstiff + 12* tcw"2 in^4 = 12* tcw* tcw"3/12 + 2* (tstiff* bstiff^3/ 12+ bstiff* tstiff* (bstiff/2 +tc/2)^2 ) in = Sgrt (Istiff fd/ Astiff fd) = Kstiff* Lstiff _fd/ rstiff_Id ksi = Pi^2* 29000/ (Kstiff* Lstiff fd/ rstiff fd)^2 ksi = if (Kstiff* Lstiff _fd/ rstiff_fd <= 4. 71 * Sgrt (290001 Fy_stiff), 0. 658A (Fy_stiff/ Fc) * Fy_stiff, kips = Kstiff* Lstiff _fd* rstiff_fd > 25, Fcr*Astiff_fd, Astiff_fd* Fy_stiff 0.877*Astiff fd) kips = fc* Pn_stiff OK = if (SMF Sides = 1, 0, Fsu/ (fc* Pn_stifo OK if DCR Stiff comp < stiff DCR PROJECT: K,4FFEN REMODEL r? F 230119 S H E ET: Simpson Strong -Tie Yield -Link Moment Connection Design 5. Column Connection Design Checks B3RIGHT 5.14 STIFFENER PLATE DOUBLE SIDE FILLET WELD TO COLUMN FLANGE: (AISC 358 Chapter 12, Step 19.2 fillet= 0.75 Fexx= 70 ksi tstiff= 0.375 in Value previously defined wfillet min= 0.1875 in Minimum fillet weld size per A1SC 360 Table J2.4 wfillet_flange_min= wfillet_flange= wfillet_flange_DCR= Left Side Right Side 0.000 #N/A 0.188 #N/A 0.000 #N/A in = (0.5* Fsu/ SMF_Sides)/ (0 fillet* 1.5* 0.6* Fexx* (bstiff - Lclip_flange-0.5)*2^(1/2)) in =Max (wfillet min, ceililing(wfillet flange_min, 1/16')) = wfillet flange min/ wfillet flang 5.15 STIFFENER PLATE DOUBLE SIDE FILLET WELD TO COLUMN WEB: (AISC 358 Chanter 12_ Stan 19.21 wfillet min= wfillet min web= wfillet_web= wfillet web DCR= Left Side Right Side in Minimum fillet weld size per AISC 360 Table J2.4 in = 0.5* Fsu* SMF Sides/ (ffillet* 0.6* Fexx* (Lstiff - Lclip_web-0.5)*21(1/2)) in=max(wfillet min, ceiling(wfillet web,1/16) 0.1875 0.1875 0.000 #N/A 0.188 #N/A 0.000 #N/A 5.16 CHECK MINIMUM COLUMN FLANGE WIDTH AND THICKNESS: (Geometr Left Side Ri ht Side bcf= 8.1 8.1 in bcf_LinkFlg_bolt= 5.75 0 in bcf DCR= 0.709 0.000 OK 5.16.1 CONNECTION AWAY FROM COLUMN ENDS (Step 18 Table 1.1): fib= tcf= C= 9= H_flange= S= pso= psi_tmp= psi= h1= h0= Left Side Right Side 0.9 0.9 0.685 .685 3.250 U.000 3.500 0.000 5.750 0.000 2.664 0.000 1.563 -0.188 1.563 -0.188 1.563 -0.188 11.25 #N/A 14.75 #N/A in in in in in in in in in in Yc_unstiffened= 106.44 1 #N/A in tcf req_unstiffened= 0.48 1 #N/A in Yc_stiffened= 169.84 1 #N/A in tcf req_stiffened= 0.38 #N/A in Stiffened?= tcf_min= DCR colFLB1= YES YES 0.382 #N/A 0.558 0.000 IT' 5.16.2 CONNECTION AT STIFFENED COLUMN END (STEP 18, TABLE 1.2, CASE 1): de= pfi= pso= Yp= tcf_req= DCR colFLB2= Left Side Ri ht Side 1.25 1.25 1.5625 -0.1875 1.5625 -0.1875 146.7 #N/A 0.411 #N/A 0.600 0.000 in in in in in =column flange width =Link Sflange+2*Ledge_min Value previously defined = bolt g flange = bolt s_flange Value previously defined = 0.5* Sqrt (bcf* g) = (g - tstiff)/2 = pso = if (psi tmp > s, s, psi tmp) =db+t stem -g/2 =db+t stem +g/2 = bcf/2* (h1/s + h0/s) + 2/g* (h1 * (s + 3*c/4) + h0* (s +c/4) + c^214) +g/2 = Sgrt (1.1 * Mcap/ (ob* Fyc* Yc unstiffened) ) =bcf/2*(h1*(1/s+ 1/psi)+h0*(1/s+ 1/pso))+2/g*(h1*(s+psi) +h0*(s+pso)) = Sgrt (1.1 * Mcap/ (fb* Fyc* Yc stiffened) ) Bottom Stiffener Required per 17.3 = if (Stiffened? = YES, tcf_req_stiffened, tcf_req_unstiffened) = tcf min/ tcf centerline of top link bolt to top of column = (g - tstiff)/ 2 Value previously defined = bcf/2* (h1 * (1/pfi + 1/pso) + h0* (1/pso + 1/2/s)) + 2/g* (h1 * (pfi + s) + h0* (d2 + pso) ) = Sgrt* (1.1 * Mcap/ (fb* Fy* Yp) ) = tcf req/ tcf 5.17 STABILITY BRACING AT BEAM -TO -COLUMN CONNECTIONS (AISC 341-16 SECTION E3 4.c (b)) Link Size= byield= tstem= Fy_link= Ry= Pye_I i n k= 0.02 * Pye_link= Pbrace (ASD)= 5.18 DESIGN SUMMARY: DCR Summary: SCWB DCR total= DCR PZ total= DCR-PZ-total - NE W = DCR_stiff_comp_DCR= wfillet _flange_DCR= wfillet_ web_ DCR= DCR_colFLB1= DCR_colFLB2= DCR colFLB= Left Side Right Side YL4-2 N/A 2.000 0.000 0.500 0.000 50 50 1.1 1.1 55 0 1.100 0.000 0.770 0.000 Report: N/A Overall PZ chk: N/A 0.850 OK 0.47E NO .850 0.000 0.000 .000 0.000 #N/A 000 0.000 #N/A -.000 0.558 0.000 0.558 0.600 0.000 0.600 0.600 in in ksi kips AISC 341, E3.4c.1(b) kips Bracing Force (LRFD) kips =0.7*Bracing Force (LRFD) Geometry/Weld Summary: Report: DP used? t_dblr_use= Stiffener Req'd= t_stiff _Use= wfillet_flange= wfillet web= NO PlugWeld? NO 0.375 '.000 NO NO NO 0.375 #N/A .375 0.188 #N/A ..,.188 0.188 #N/A 0.188 ,.PROJECT: K,4FFEN REMODEL 2301 le S H E ET: Simpson Strong -Tie 7. Preliminary Steel Yield -Link Moment Connection Design Beam Design RIGHT 7. AISC 360-16 Steel Beam Design Beam ID: 1001 Beam Size= W12X35 Lb= 152.5 in LC: 3 Beam Type= W-Section Link Size= YL4-2 7.1. Loading M„= 73 kip -in P„= 0.24 kip V„= 2.55 Mmax= 73 kip -In Mcap_link= 1014 Mcap/Mu= 1.000 MA= 38 kip -in MB= 73 kip -in Mc= 50 Beam Bracing= None LeftLink= YES RightLink= YES 7.2. Material properties Fy= 50 ksi E= 29000 ksi Ag= 10.3 F„= 65 ksi G= 11200 ksi ZX= 51.2 bf= 6.56 in rx= 5.250 in Zy= 11.5 d= 12.5 in ry= 1.540 in Sx= 45.60 kdes= 0.82 in tf=tfi= 0.52 in SXC= 45.6 Ix= 285 in 4 tfe= 0.52 in Sxt= 45.6 V 24.5 in tW= 0.3 in Hz= 1.0 J= 0.741 in CW= 879.00 in L= 152.5 h= 11.46 in =d-2*tf hc= 11.51 in =2*(d-tfi-(bf*tfi2/2+tW*(d-tfe-tfi)*(d-tfe+tfi)/2+bf*tfe*(d-tf,/2))/A9) hp= 12.50 in =2*(d-(bf*(tfe-tfi)/2+tW*(d+tfi-tfe))/(2*tj 7.3. Flange compactness check Flexure: (AISC 360 -16 Table B4.1b: Case 10 for W-sections, Case 11 for Built-up shapes) kc= 0.65 =max(0.35,min(4/sqrt(h/tW),0.76) For built-up sections A= 6.31 bf/(2*tf) %p= 9.15 =0.38*sgrt(E/Fy) FL= 35.00 =IF(Sxt/Sxc>=0.7,0.7*Fy,max(Fy*Sxt/Sxc,0.5*Fy)) Ar_casel0= 24.08 =1*sgrt(E/Fy) Case 10-W-Sections Ar casel1 22•00 =0.95*sgrt(Kc*E/FL) Case 11 BU-Sections /\r 24.08 Flange: Compact =IF(X<Xp,"Compact",IF(AND(X<Xr,A>Xp),"Non-Compact","Slender")) 7.3.1.a Web compactness check flexture (Table B4.1b: Case 15): A= 38.20 =h/tW /\p = 90.55 =3.76*sgrt(E/Fy) /\r = 137.27 =5.70*sgrt(E/Fy) Web: Compact =IF(X<Xp,"Compact",IF(AND(X<Xr,a>Xp),"Non-Compact","Slender")) Per Table F1.1 for Flexure E�Rigl n eeits kip =1 for wind loads, R=3 kip -in in z in 3 in 3 in 3 in 3 in in Section: F2 Ob= 0.9 =1F(AND(Flange="Compact",Web="Compact"),"F2",IF(AND(OR(Flange="Non- Compact", Fla nge="Slender"),Web="Compact"), "F3",IF(AND(OR(Flange="Compact",Flange="Non- �c 0'9 Compact",Flange="Slender"),Web="Slender"),"F5","F4"))) Ov= 0.9 7.4. Flange compactness check Axial Compression: (AISC 360 -16 Table B4.1a: Case 1 for W-sections, Case 2 for Built-up shapes) A= 6.31 bf/(2*tf) Ar_case1= 13.49 =0.56*sgrt(E/Fy) kc= 0.65 From Section 3 Ar_case2= 12.40 =0.64*sgrt(Kc*E/Fy) /\r 13.49 Flange: Nonslender 7.4.1.a Web compactness check Axial Compression (Table B4.1a: Case 5): �= 38.20 =h/tW �r 35.88=1.49*sgrt(E/Fy) Web: Slender PROJECT: KAPPEN REMODEL No: 230119 Simpson Strong -Tie 7. Preliminary Steel Yield -Link Moment Connection Design Beam Design MRIGHT 7.5. Flexural Capacity 7.5.1. Yielding (F2.1) Mn F2.1= 2560 kip -in 7.5.2. Lateral -torsional buckling (F2.2) Lb= 152.5 in Lp= 65.28 in rts= 1.79 in ho= 11.980 in C= 1 Lr= 200.3 in Cb= 1.24 Fcr 65.2 ksi Mn F2.2= 2400 kip -in =MP=Fy * Zx Lateral torsional bracing length =1.76*ry*sgrt(E/Fy) =sgrt(sgrt(ly*Cw)/Sx) =d-tf Distance between centroids 1 for doubly symmetic I-Shapes =1.95*rts*E/(0.7*Fy)*sgrt((J*c)/(Sx*ho))* sqrt(1+sgrt(1+6.76*(0.7*Fy/E*Sx*ho/(J *c))2) =12.5*Mmax/(2.5*Mmax+3*MA+4*MB+3*Mc) =Cb*Tr2*E/(Lb/rts)2*sq rt(1+0.078*Jooi*cooi/(Sx*ho)*(Lb/rts)2) =1 F(Lb<=LP, MP, I F(AN D(LP<Lb, Lb<=Lr),M I N (Cb*(Mp-(MP-0.7* Fy*Sx) *((Lb-Lp)/(Lr Lp))),Mp),MIN(Fcr*Sx,Mp))) 7.5.3. Lateral torsional buckling (F3.1) Mn F3.1= 2400 =Mn F2.2 7.5.4. Compression flange local buckling (F3.2) Kc= 0.65=min(max(0.35,4/sqrt(h/tw)),0.76) A= 6.308=bf/(2*tf) Apf= 9.15=0.38*sgrt(E/Fy) /\rf= 24.1=1.0*sgrt(E/Fy) Mn_F3.2= 2560=1F(Flange="Non-Compact",Mp-(MP-0.7*Sx*Fy)*(A-Apf)/(Arf- Apf),IF(Flange="Slender",0.9*E*kc*Sx/A2,MP)) 7.5.5. Compression flange yielding (F4.1) hc= 11.46 in /\w F4= 38.20 Apw 90.55 /\rw 137.27 Myc= 2280 kip -in Rpc= 1.12 Mn_F4.1= 2560 7.5.6. Lateral torsional buckling (F4.2) =d-2*tf =hc/tw =3.76*sgrt(E/Fy) =5.7*sgrt(E/Fy) -Fy $xc = I F (h c/t,,,<=APw, M P/M yc, M I N (M P/Myc (M P/Myc 1) * (A-Apw)/(Arw-Apw), M p/Myc) ) =Rpc*Myc aw F42= 1.01 =he*tw/(bf*tf) rt F4= 1.75 in=bf/sgrt(12*(1+1/6*aw F42)) Lp_F4= 46.42=1.1*rc F4*sgrt(E/Fy) Lr_F4= 195.64 in=1.95*rt_F4*E/FL*sgrt(J/(Sxc*h"))+sgrt((J/Sxc*h")^2 + 6.76 * (FL/E)"2) Fcr F4= 62.83 ksi=Cb*Tr2*E/(Lb/rt F4)2*sgrt(1+0.078*J/(Sxc*h.)*(Lb/rc F4)2) Mn_F4.2= 2322 kip-in=IF(Lb<=LP1MP1IF(Lb>Lr,Fcr_F4*Sxv MIN(Cb*(Rpc*Myc (Rpc*Myc FL* Sxc)*(Lb-LP)/(Lr Lp)),RPc*Myc))) 7.5.7. Compression flange local buckling (F4.3) Af F43= 6.31=bf/(2*tf) /\pf= 9.15 From Section 3 above /\rf= 24.08 From Section 3 above Mn_F13= 2744 =Rpc*Myc-(Rpc*Myc-FL*Sxc)*(Af F43-Apf)/(Arf-Apf) Mn F14= 19359 0.9*E*kC*SXC/Af F4322 Mn F43= 2560 kip -in =1F(Flange="Compact",MP,IF(Flange="Non-Compact", Mn_F13. Mn_F14) nil gI, n eeits (F2-5) (F2-7) (EQ F2-8a) (F2-6) (F1-1) (F2-4) (F2-2, 2-3) (F3-1, 3-2) (F4-1) (F4-12) (F4-11) (F4-7) (F4-8) (F4-5) (F4-2, 4-3) (F4-13) (F4-14) PROJECT: KAPPEN REMODEL No: 23011c3 Simpson Strong -Tie 7. Preliminary Steel Yield -Link Moment Connection Design Beam Design MRIGHT 7.5.8. Tension flange yielding (F4.4) AF44= 38.20 Myt= 2280 kip -in Apw= 91 /\rw= 137 Rpt_F4-16a= 1.12 Rpt_F4-16b= 1.26 Rpt= 1.12 Mn F4.4= 2560 kip -in 7.5.9. Compression flange yielding (F5.1) aw= 1.01 rt F5= 1.75 in Rpg= 1.00 Mn F5.1= 2280 kip -in 7.5.10. Lateral -torsional buckling (F5.2) Lp F5= 46.4 in Lr_F5= 158 in Fcr F5.3= 44 ksl Fcr_F5.4= 47 ksl Fcr LTB Fs= 44 ksl Mn F5.2= 2022 kip -in =hc/tw =Fy*Sxt From Section 3 above From Section 3 above =Mp/Myt =Mp/Myt (Mp/Myt 1)*(XF44-Xpw)/(Xrw Xpw) =IF(XF44<-Xpw,Rpt_F4-16a, Rpt_F4_16b) =Rpt Myt =min(10,aw F42) =rt F4 =min(1,1-aw/(1200+300*aw)*(hc/tw-5.7*sgrt(E/Fy)) =Rpg* Fy*Sxc =1.1*rt_F5*sgrt(E/Fy) =Tr * rt_F5 * sq rt(E/0.7/ Fy) =min (Fy, C b * (Fy-0.3 * Fy* (Lb- Lp_F5)/(Lr_F5- Lp_F5) ) =min(Fy,Cb*Tr2*E/(Lb/rt_F5)2) =IF(Lb<=Lp F5,"NA",IF(Lb>Lr_F5,Fcr_F5.4,Fcr_F5.3)) =IF(Lb<=Lp F5,Mp,Rpg*Fcr_LTB_F5*Sxc) 7.5.11. Compression flange local buckling (F5.3) Af= 6.31 From Section 3 above Afp= 9.15 From Section 3 above /\fr= 24.08 From Section 3 above Fcr_F5_8= 53 ksi=Fy-0.3*Fy*(af-Xfp)/(Xfr Xfp) Fcr FS 9- 425 ksi=0.9*E*kcf/(f)) /(b 2*t 2 Fcr F5= 50 ksi=if(Flange="Compact",50, if(Flange="Non-Compact",Fcr Fs s,Fcr FS 9) Mn_F5.3= 2280 kip -in =Rpg*Fcr_F5*Sxc 7.5.12. Tension flange yielding (F5.4) Mn F5.4= 2560 kip -in 7.5.13. Flange hole reduction (F13.1) DHoleT= 0.000 in Afg= 3.41 in Afn= 3.41 in Yt= 1.00 Mn F13.1= 2964 kip -in Flexural Capacity Summary Mn F2= 2400 kip -in Mn F3= 2400 kip -in Mn F4= 2322 kip -in Mn F5= 2022 kip -in Mn= 2400 kip -in OMn= 2160 kip -in =Mp Both flanges are symmetric =bf*tf =tf* (bf-2 * DH.1eT) =1 F(Fy/Fu<=0.8,1,1.1) =Fu*Afn/Afg*Sx =min(Mn F2.1,Mn F2.2) =min (M n_F3.1, M n_F3.2 ) =min(Mn F4.1,Mn F4.2,Mn F4.3,Mn F4.4) =min(Mn F5.1,Mn F5.2,Mn F5.3,Mn F5.4) IF(B3=" Bea m",I F(DesignSection="F2",MIN(Mn F2,Mn F13.1), IF(DesignSection="F3",MIN(Mn_F3,Mn_F13.1),IF(DesignSection="F4" MIN(Mn F4,Mn F13.1),MIN(Mn F5,Mn F13.1)))),Mn F4) =Ob*Mn E t;nil gu n eeirs (F4-16a) (F4-16b) (F4-15) (F5-6) (F5-1) (F4-7) (F5-5) (F5-3) (F5-4) (F5-2) (F5-8) (F5-9) (F5-7) (F5-10) (F13-1) PROJECT: KAPPEN REMODEL No: 23011c3 Simpson Strong -Tie 7. Preliminary Steel Yield -Link Moment Connection Design Beam Design MRIGHT 7.6. Axial Capacity Section= E7=IF(ClR(Flange="Slender",Web="Slender"),"E7","E3") 7.6.1. E.3 Flexural buckling (member without slender elements) KX= 1 Ky= 1 Kz= 1 LX= 152.5 in Ly= 152.5 in Lz= 152.5 KKR= 99.03=max(Kx*Lx/rx,Ky*Ly/ry) Fe= 29.19 ksi=T[2*E/(KLR)Z Fcr-E.3= 24.41 ksi=IF(K[R<=4.71*SQRT(E/Fy),Fy*0.658(Fy/Ee) 0 877*Fe) Pn-E3= 251.43 kip =Fcr_E.3*Ag 7.6.2. EA Torsional and flexural -torsional buckling: (Applies to singly symmetric shapes) Fey= 29.19 ksi =T[z*E/(Ky*Ly/ry)2 FeZ= 61.77 ksi =T[2*E*C,�,/(Kz*Lz)z+G*J)/(1/(Ix+ly)) Fe_E.4= 29.19 ksi =(Fey+Fez)/(2*Hz)*(1-sgrt(1-4*Fey*Fez*Hz/(Fey+Fez)z)) Fcr E.4= 24.41 ksi =IF(KLr<=4.71*SQRT(E/Fy),Fy*0.658(Fy/Ee_E.4) 0 877*Fe_E.4) Pn E.4= 251.4 kip =Ag*Fcr_E.4 7.6.2. E.7 Flexural, torsional and flexural -torsional buckling (members with slender elements) 7.6.2a Calculation for effective flange width Flange= Nonslender %= 6.31 From Section 3 above /\r 13.49 From Section 3 above c1= 0.22 AISC 360-16 Table E7.1 all elements c2= 1.49 AISC 360-16 Table E7.1 all elements Fel= 507.5 ksi =(c2 * krw/kW)^2 * Fy Fcr= 24.4 ksi =Min (Fcr_E3, Fcr_E4) bf= 6.56 in =Full Flange Width from AISC Database be E7-3= -0.1 in =bf*(1-c1*sgrt(Fel/Fcr))*sgrt(Fel/Fcr), but can't be more than bf be= 6.56 in =1f (Flange="Nonslender", bf, be_E7-3) Aweb= 3.48 in =Ag-2*tf*bf Af= 6.82 in =2*tf*be Ae1= 10.3 in =Aweb+Af 7.6.2b Calculation for effective web depth Web= Slender /\w 38.20 From Section 4.1 above Arw= 35.88 From Section 4.1 above c1= 0.18 AISC 360-16 Table E7.1 stiffened elements c2= 1.31 AISC 360-16 Table E7.1 stiffened elements Fel= 75.7 ksi =(c2 * krw/kW)^2 * Fy h= 11.5 in he E7-3= 11.5 in =h*(1-c1*sgrt(Fel/Fcr))*sgrt(Fel/Fcr), but can't be more than h he= 11.5 in =1f (Web="Nonslender", h, he_E7-3) Aflange= 6.8 in =2*bf*tf Aweb radius= 3.5 z in =AgAflange Aweb= 3.4 in =h*tw Aradius-_ 0.0 2 in =Aweb radius - AWeb Ae web= 3.44 in =he * tw Ae2= 10.3 in =Aflange+Aradius+Ae_web Ae= 10.3 in =Min (Ae1, Ae2) Fcr 24.4 ksi Pn E7= 251.4 kips Pn= 251.4 kip =IF(AxialDesignSection="E3",Pn E3,Pn E7) 4)c*Pn= 226.3 kip in E t;nil gu n eeirs (E3-4) (E3-2, 3-3) (E3-1) (E3-4) (E4-2) (E4-3) (E3-2, 3-3) (E4-1) (E7-3) (E7-3) PROJECT: KAPPEN REMODEL MRF No: 23011c3 Simpson Strong -Tie 7. Preliminary Steel Yield -Link Moment Connection Design Beam Design MRIGHT 7.7. Demand per AISC 360-16 Appendix 8 (to include p-small delta) Py= 515 kip =Ag*Fy Pr 0 kip =Pu_omega a= 1 1 for LRFD, 1.6 for ASD Cm= 1 conservative assumption Pe1y= 3508 kip =r[2*E*IX/(Lb)2 131= 1.000 =Cm/(1-a*Pr/Pe1y) 7.8. Axial + flexural interaction (Chapter H) Mr= 73 kip -in Mc= 2160 kip -in Pr= 0.2 kip Pc= 226.3 kip DCR Axial= 0.001 DCR_Flexural= 0.034 DCR_P+M= 0.034 Adj P+M= 0.034 7.9. Shear capacity (Chapter G) Vu= 2.55 kips Aw= 3.75 in h/tw= 38 kv= 5.34 2.24sgrt(E/Fy)= 53.9 Cv1 G2-2= 1 1.lsgrt(kvE/Fy)= 61.2 Cv1 G2-3= 1.00 Cv1_G2-4= 1.6 Cv1_G2-3_4?= 1.0 Cv1= 1.0 iflvVn= 101.3 kip DCR_Shear= 0.025 7.10. Design Summary: =M„* B1 =(I)*Mn =PU = c Pn =Pr/Pc =Mr/Mc Adj_DCR_Flexural= 0.034 For R>3 = I F (P r/Pc>=0.2, Pr/Pc+8/9 * M r/ M c, Pr/(2 * Pc)+M r/M c) =IF(Pr/Pc>=0.2,Pr/Pc+B/9*Adj_DCR_Flexural,Pr/(2*Pc)+Adj_DCR_Flexural) =tw*(d-Holeweb) Webs without transverse stiffeners =1.1 * sq rt(kv* E/Fy)/(h/tw) =if(h/tw <= 1.1*sqrt(kv*E/Fy), Cv1_G2-3, CV1_G2-4) =1f(Cv1 G2-2="N/A",Cv1 G2-3 4?) =k* 0.6 * Fy* Aw * Cv1 =Vu/(Ov*Vn) Demand -to -Capacity Ratios LC ID Load Combination P M P+M V Adj M Adj P+M LC 3 (1.2+0.2*SDS)DL+f1*LL+f2*SL 0.02c 0.034 E t;nil gu n eeirs (A-8-3) (G2-2) (G2-3) (G2-4) (G2-1) PROJECT: KAPPEN REMODEL No: 230119 Simpson Strong -Tie 8.Preliminary Steel Yield -Link Moment Connection Design Column Design RIGHT 8. AISC 360-16 Steel Column Design Column ID: 1 Column Size= W8X48 Lb= 143 LC: 7 ColumnType= W-Section Col Beam Bot Bracing? NO 8.1. Loading MU= 44) kip -in PU= 3.6 kip vu= 3.4 kip Mmax= 449 kip -in MU top= 449 kip -in TopGov Mu_bot= 0 kip -in MA= 118 kip -in MB= 212.8 kip -in Mc= 354.7 kip -in 8.2. Material properties Fy= 50 ksi E= 29000 ksi Ag= 14.100 in FU= 65 ksi G= 11200 ksi Zx= 49.000 in bf= 8.11 in rX 3.610 in Zy= 22.900 in d= 8.5 in ry= 2.08 in SX 43.200 in kdes= 1.08 in tf=tfi= 0.685 in SXC= 43.20 in Ix= 184.0 in tfe= 0.685 in Sxt= 43.20 in ly= 60.9 in tW= 0.4 in Hz= 1.0 J= 1.960 in CW= 931 in E�1- ni1 g u n e e it s h= 7.13 in =d-2*tf hc= 7.21 in =2*(d-tfi-(bf*tfi2/2+tN,*(d-tfe tfi)*(d--tfe+tfi)/2+bf*tfe*(d-tfe/2))/Ag) hp= 8.50 in =2*(d-(bf*(tfe tfi)/2+tW*(d+tfi-tfe))/(2*tw)) 8.3. Flange compactness check Flexure: (AISC 360 -16 Table B4.1b: Case 10 for W-sections, Case 11 for Built-up shapes) ke= 0.76 =max(0.35,min(4/sqrt(h/t,,,),0.76) For built-up sections A= 5.92 bf/(2*tf) Ap= 9.15 =0.38*sgrt(E/Fy) FL= 35.00 =1F(S),t/Sxc>=0.7,0.7*FYI max(Fy*S),t/Sxc,0.5*Fy)) Ar caselo= 24.08 =1*sgrt(E/Fy) Case 10-W-Sections Ar casel1= 23.84 =0.95*sgrt(Kc*E/FL) Case 11 BU-Sections Ar= 24.08 Flange: Compact =1F(A,<Ap,"Compact",IF(AND(X<ar,a>Xp),"Non-Compact","Slender")) 8.3.1.a Web compactness check flexture (Table B4.1b: Case 15): A= 17.83 =h/tw %p= 90.55 =3.76*sgrt(E/Fy) /\r = 137.27 =5.70*sgrt(E/Fy) Web: Compact =1F(X<ap,"Compact",IF(AND(A<Ar,A>=Xp),"Non-Compact","Slender")) Per Table F1.1 for Flexure Section: F2 Ob= 0.9 =1F(AND(Flange="Compact",Web="Compact"),"F2",IF(AND(OR(FIange= "No n- Compact", Fla nge="Slender"),Web="Compact"), "F3",IF(AND(OR(Flange="Compact",Flange="Non- �c 0'9 Compact", Fla nge="Slender"),Web="Slender"),"F5","F4"))) (Dv= 0.9 8.4. Flange compactness check Axial Compression: (AISC 360 -16 Table B4.1a: Case 1 for W-sections, Case 2 for Built-up shapes) A= 5.92 bf/(2*tf) Ar_case1= 13.49 =0.56*sgrt(E/Fy) kc= 0.76 From Section 3 Ar_case2= 13.44 =0.64*sgrt(Kc*E/Fy) I\r 13.49 Flange: Nonslender 8.4.1.a Web compactness check Axial Compression (Table B4.1a: Case 5): A= 17.83 =h/tw Ar 35.88=1.49*sgrt(E/Fy) Web: Nonslender 'ROJECT: KAPPEN REMODEL No: 230119 Simpson Strong -Tie 8.Preliminary Steel Yield -Link Moment Connection Design Column Design RIGHT 8.5. Flexural Capacity 8.5.1. Yielding (F2.1) Mn F2.1= 2160 kip -in 8.5.2. Lateral -torsional buckling (F2.2) Lp= 88.16 in rYS= 2.35 in ho= 7.815 in c= 1 Lr= 422.48 in Cb calculated= 1.66 Cb= 1.66 Fcr= 208.5 ksi Mn Fz 2= 2160 kip -in 8.5.3. Lateral torsional buckling (F3.1) Mn F3.1= 2160 MP=Fy * Zx (Col braced at Bm bottom), My=Fy * Sx (Col not braced at Bm bottom) =1.76*ry*sgrt(E/Fy) =sgrt(sgrt(ly*Cw)/Sx) =d-tf Distance between centroids 1 for doubly symmetic I-Shapes =1.95*rts*E/(0.7*Fy)*sgrt((J*c)/(Sx*ho))* sqrt(1+sgrt(1+6.76*(0.7*Fy/E*Sx*ho/(J*C))2) =12.5*Mmax/(2.5*Mmax+3*MA+4*MB+3*Mc) =1 F(Cb=Cb_calculated,Cb_calculated,Cb) =Cb*Tr2*E/(Lb/rts)2*sgrt(1+0.078*J,01*Ccol/(SX*ho)*(Lb/rts)2) =IF(Lb<=LP,MP,I F(AND(LP<Lb,Lb<=Lr),MIN(Cb*(Mp-(MP-0.7* Fy*Sx)*((Lb-Lp)/(Lr Lp))),MP),MIN(Fcr*Sx,MP))) =Mn F2.2 8.5.4. Compression flange local buckling (F3.2) Kc= 0.76 =min(max(0.35,4/sgrt(h/tw)),0.76) A= 5.920=bf/(2*tf) I\pf= 9.15=0.38*sgrt(E/Fy) Arf= 24.1=1.0*sgrt(E/Fy) Mn F3.2= 2160=1F(Flange="Non-Compact",Mp-(Mp-0.7*Sx*Fy)*(X-Xpf)/(Xrf- xpf),IF(Flange="Slender",0.9*E*kc*Sx/7t2,Mp)) 8.5.5. Compression flange yielding (F4.1) hc= 7.13 in =d-2*tf I\w F4= 17.83 =hc/tw Ap,N 90.55 =3.76*sgrt(E/Fy) Arw 137.27 =5.7*sgrt(E/Fy) Myc= 2160 kip -in =Fy*Sxc Rpc= 1.00 =1F(hc/tw<=XPw1MP/Myc,MIN(MP/Myc-(Mp/Myc-1)*(X-Apw)/(1rw-Xpw),Mp/Myc)) Mn_F4.1= 2160 =Rpc*MYc 8.5.6. Lateral torsional buckling (F4.2) aw F42= 0.51 =he*tw/(bf*tf) rt F4= 2.25 in =bf/sgrt(12*(1+1/6*aw F42)) Lp_F4= 59.53 =1.1*rt F4*sgrt(E/Fy) Lr_F4= 404.36 in =1.95*rt_F4*E/FL*sgrt(J/(S)(c*ho))+sgrt((J/S),c*ho)A2 + 6.76 * (FL/E)A2) Fcr F4= 196.42 ksi =Cb*TT2*E/(Lb/rt F4)2*sgrt(1+0.078*J/(Sxc*ho)*(Lb/rt F4)2) Mn_F4.2= 2160 kip-in =IF(Lb<=LP,MP,IF(Lb>Lr,Fcr_F4*Sxc, MIN(Cb*(Rpc*Myc-(Rpc*Myc-Ff*Sxc)*(Lb-Lp)/(Lr Lp)),Rpc*Myc))) 8.5.7. Compression flange local buckling (F4.3) Af F43= 5.92 =bf/(2*tf) AV= 9.15 From Section 3 above Arf= 24.08 From Section 3 above Mn_F13= 2300 =Rpc*Myc-(Rpc*Myc-FL*Sxc)*(kf_F43-Apf)/(Xrf-Xpf) Mn_F14= 24453 0.9*E*kc*SXC/Xf F4322 Mn F43= 2160 kip -in =1F(Flange="Compact",MPJF(Flange="Non-Compact", Mn_F131 Mn_F14) E t;nil gu n eeirs (FZ-1) (F2-5) (F2-7) (EQ F2-8a) (F2-6) (F1-1) (F2-4) (F2-2, 2-3) (F3-1, 3-2) (F4-1) (F4-12) (F4-11) (F4-7) (F4-8) (F4-5) (F4-2, 4-3) (F4-13) (F4-14) PROJECT: KAPPEN REMODEL MRF No: 230119 Simpson Strong -Tie 8.Preliminary Steel Yield -Link Moment Connection Design Column Design MRIGHT 8.5.8. Tension flange yielding (F4.4) /\F44= 17.83 Myt= 2160 kip -in Apw= 91 /\nN 137 Rpt_F4-16a= 1.00 Rpt_F4-16b= 1.00 Rpt= 1.00 Mn F4.4= 2160 kip -in 8.5.9. Compression flange yielding (F5.1) aw= 0.51 rt F5= 2.25 in Rpg= 1.00 Mn F5.1= 2160 kip -in 8.5.10. Lateral -torsional buckling (F5.2) Lp F5= 59.5 in Lr_F5= 203 in Fcr Fs.3= 50 ksi Fcr_F5.4= 50 ksi Fcr LTB F5= 50 ksi Mn F5.2= 2160 kip -in =hc/tw =Fy*Sxt From Section 3 above From Section 3 above =Mp/Myt =Mp/Myt (Mp/Myt 1)*(XF44 Xpw)/(Xrw Xpw) =lF(XF44<-Xpw'Rpt_F4-16a, Rpt_F4_16b) =Rpt Myt =min(10,aw F42) =rt F4 =min(1,1-aw/(1200+300*aw)*(hc/tw 5.7*sgrt(E/Fy)) =Rpg* Fy*Sxc =1.1 * rt_F5 * sq rt (E/Fy) =Tr * rt_F5 * sq rt (E/0.7/Fy) =min (Fy,Cb* (Fy-0.3* Fy*( Lb- Lp_F5)/(Lr_F5-Lp_F5)) =min (Fy, Cb * Tr2 * E/(Lb/rt_F5 ) 2 ) =IF(Lb<=Lp F5,"NA",IF(Lb�Lr_F5,Fcr_F5.4. Fcr_F5.3)) =IF(Lb<=Lp F5,Mp,Rpg*Fcr_LTB_F5*Sxc) 8.5.11. Compression flange local buckling (F5.3) Af= 5.92 From Section 3 above ,\fp= 9.15 From Section 3 above I\fr= 24.08 From Section 3 above Fcr Fs a= 53 ksi Fcr Fs 9= 566 ksi Fcr F5= 50 ksi Mn F5.3= 2160 kip -in 8.5.12. Tension flange yielding (F5.4) Mn F5.4= 2160 kip -in 8.5.13. Flange hole reduction (F13.1) DHoleT= 0.000 in Afg= 5.56 in Afn= 5.56 in Yt= 1.00 Mn F13.1= 2808 kip -in Flexural Capacity Summary Mn F2= 2160 kip -in Mn F3= 2160 kip -in Mn F4= 2160 kip -in Mn F5= 2160 kip -in Mn= 2160 kip -in OMn= 1944 kip -in =Fy-0.3*Fy*(Xf-Xfp)/(Xfr Xfp) =0.9* E* kc/(bf/(2*tf))2 =if(Fla nge="Compact",50, if(Flange="Non-Compact",Fcr FS s1Fcr FS 9) =Rpg FCr_FS Sxc =Mp Both flanges are symmetric =bf*tf =tf* (bf-2 * DHoIeT) =I F (Fy/F„<=0.8,1,1.1) =Fi, *Afn/Afg*Sx =min(Mn F2.LMn F2.2) =min(Mn_F3.1,Mn_F3.2) =min(Mn F4.1iMn F4.2,Mn F4.3,Mn F4.4) =min(Mn F5.1,Mn F5.2,Mn F5.3iMn F5.4) IF(B3="Beam",I F(DesignSection="F2",MIN(Mn F2,Mn F13.1), IF(DesignSection="F3",MIN(Mn_F3;Mn_F13.1),IF(DesignSection="F4", MIN(Mn F4,Mn F13.1),MIN(Mn F5,Mn F13.1)))).Mn F4) =Ob*Mn E t;nil gu n eeirs (F4-16a) (F4-16b) (F4-15) (F5-6) (F5-1) (F4-7) (F5-5) (F5-3) (F5-4) (F5-2) (F5-8) (F5-9) (F5-7) (F5-10) (F13-1) PROJECT: KAPPEN REMODEL No: 230119 Simpson Strong -Tie 8.Preliminary Steel Yield -Link Moment Connection Design Column Design MRIGHT 8.6. Axial Capacity Section= E3=IF(OR(Flange="Slender",Web="Slender"),"E7","E3") 8.6.1. E.3 Flexural buckling (member without slender elements) KX= 1 Ky= 1 Kz= 1 Lb= 143.256 in Ly= 143 in Lz= 143 in K[R= 68.87 =max(Kx*Lb/rx,Ky*Lb/ry) Fe= 60.34 ksi =T[2*E/(KrR)2 Fcr_E.3= 35.35 ksi=1F(KLR<=4.71*SQRT(E/Fy),Fy*0.658(Ey/Ee) 0 877*Fe) Pn_E3= 498.38 kip=Fcr_E.3*Ag 8.6.2. EA Torsional and flexural -torsional buckling: (Applies to singly symmetric shapes) Fey= 60.34 ksi =T[2*E/(Ky*Ly/ry)z FeZ= 142.66 ksi =T[2*E*Cw/(Kz*Lz)z+G*J)/(1/(Ix+ly)) Fe_E.4= 60.34 ksi =(Fey+Fez)/(2*Hz)*(1-sgrt(1-4*Fey*Fez*Hz/(Fey+F")2)) Fcr E 4= 35.35 ksi =1F(K[r<=4.71*SQRT(E/Fy),Fy*0.658(Ey/Ee_E.4) 0 877*Fe_E.4) Pn E.4= 498.4 kip =Ag* Fcr_EA 8.6.2. E.7 Flexural, torsional and flexural -torsional buckling (members with slender elements) 8.6.2a Calculation for effective flange width Flange= Nonslender A= 5.92 From Section 3 above Ar 13.49 From Section 3 above c1= 0.22 AISC 360-16 Table E7.1 all elements c2= 1.49 AISC 360-16 Table E7.1 all elements Fei= 576.2 ksi =(c2 * krw/kW)^2 * Fy Fcr= 35.3 ksi =Min (Fcr_E3, Fcr_E4) bf= 8.11 in =Full Flange Width from AISC Database be E7-3= 3.7 in =bf*(1-c1*sgrt(Fel/Fcr))*sgrt(Fel/Fcr), but can't be more than bf be= 8.11 in =1f (Flange="Nonslender", bf, be_E7-3) Aweb= 2.99 in =Ag-2*tf*bf Af= 11.11 in =2*tf*be Ae1= 14.1 in =Aweb+Af 8.6.2b Calculation for effective web depth Web= Nonslender /\w 17.83 From Section 4.1 above Arw 35.88 From Section 4.1 above c1= 0.18 AISC 360-16 Table E7.1 stiffened elements c2= 1.31 AISC 360-16 Table E7.1 stiffened elements Fei= 347.7 ksi =(c2 * krw/kW)^2 * Fy h= 7.1 in he E7-3= 7.1 in =h*(1-c1*sgrt(Fei/Fcr))*sgrt(Fel/Fcr), but can't be more than h he= 7.1 in =1f (Web="Nonslender", h, he E7-3) Aflange= 11.1 in =2*bf*tf Aweb radius= 3.0 z in =Ag Aflange Aweb= 2.9 in =h*tw Aradius-_ 0.1 z in =Aweb radius - AWeb Ae web= 2.85 in =he * tw A z= 14.1 in =Aflange+Aradius+Ae web e - Ae= 14.1 in =Min (Ae1, Ae2) Fcr= 35.3 ksi Pn E7= 498.4 kips Pn= 498.4 kip=IF(AxialDesignSection="E3",Pn_E3,Pn_E7) 0c*Pn= 448.5 kip E t;nil gu n eeirs (E3-4) (E3-2, 3-3) (E3-1) (E3-4) (E4-2) (E4-3) (E3-2, 3-3) (E4-1) (E7-3) (E7-3) PROJECT: KAPPEN REMODEL MRF No: 230119 Simpson Strong -Tie 8.Preliminary Steel Yield -Link Moment Connection Design Column Design RIGHT 8.7. Demand per AISC 360-16 Appendix 8 (to include p-small delta) Py= 705 kip =Ag*Fy Pr= 4 kip =Pu_omega a= 1 1 for LRFD, 1.6 for ASD Cm= 1 conservative assumption Pely= 2566 kip =r[2*E*IX/(Lb)2 131= 1.001 =Cm/(1-a*Pr/Pely) 8.8 Axial + flexural interaction (Chapter H) Mr= 450.0 kip -in =MU*B1 Mc= 1944 kip -in =(D*Mn Pr= 3.6 kip =PU Pc= 448.5 kip =(D,*Pn DCR Axial= 0.008 =Pr/Pc DCR_Flexural= 0.231 =Mr/Mc DCR_P+M= 0.235 =1F(Pr/Pc>=0.2,Pr/Pc+8/9*Mr/Mc,Pr/(2*Pc)+Mr/Mc) 8.9. Shear capacity (Chapter G) HoleWeb= 0 in Vu= 3.37 kips AW= 3.40 in h/tw= 18 kv= 5.34 2.24sgrt(E/Fy)= 53.9 Cv1 G2-2= 1 1.lsgrt(kvE/Fy)= 61.2 Cv1 G2-3= 1.00 Cv1_G2-4= 3.4 Cv1_G2-3_4?= 1.0 Cv1= 1.0 Vn= 102.0 kip DCR_Shear= 0.037 8.10. Design Summary: =tw*(d-Holeweb) Webs without transverse stiffeners =1.1*sgrt(kv*E/Fy)/(h/tw) =if(h/tw <= 1.1*sqrt(kv*E/Fy), Cv1_G2-3� CV1_G2-4) =if(Cv1 G2-2—_n N An,Cv1 G2-3 4?) =0.6*Fy*AW*Cvl =VU/((Dv*Vn) Demand -to -Capacity Ratios LC ID Load Combination P M P+M V LC 7 (1.2+0.2SDS)DL+OmegaEL+f1*LL+f2*SL 0.008 0.231 0.235 0.037 E t;nil gu n eeirs (G2-2) (G2-3) (G2-4) (G2-1) PROJECT: KAPPEN REMODEL No: 23011c3 Simpson Strong -Tie 8.Preliminary Steel Yield -Link Moment Connection Design Column Design RIGHT 8. AISC 360-16 Steel Column Design Column ID: 2 Column Size= W8X48 Lb= 143 LC: 7 ColumnType= W-Section Col Beam Bot Bracing? NO 8.1. Loading MU= 5U4 kip -in PU= 8.6 kip vu= 3.8 kip M,,,ax= 504 kip -in MU top= 504 kip -in TopGov Mu_bot= 0 kip -in MA= 133 kip -in MB= 238.9 kip -in Mc= 398.1 kip -in 8.2. Material properties Fy= 50 ksi E= 29000 ksi Ag= 14.100 in FU= 65 ksi G= 11200 ksi ZX= 49.000 in bf= 8.11 in rX 3.610 in Zy= 22.900 in d= 8.5 in ry= 2.08 in SX 43.200 in kdes= 1.08 in tf=tfi= 0.685 in SXC= 43.20 in Ix= 184.0 in tfe= 0.685 in Sxt= 43.20 in ly= 60.9 in tW= 0.4 in Hz= 1.0 J= 1.960 in CW= 931 in E�1- ni1 g u n e e it s h= 7.13 in =d-2*tf hc= 7.21 in =2*(d-tfi-(bf*tfi2/2+tN,*(d-tfe tfi)*(d--tfe+tfi)/2+bf*tfe*(d-tfe/2))/Ag) hp= 8.50 in =2*(d-(bf*(tfe tfi)/2+tW*(d+tfi-tfe))/(2*tw)) 8.3. Flange compactness check Flexure: (AISC 360 -16 Table B4.1b: Case 10 for W-sections, Case 11 for Built-up shapes) ke= 0.76 =max(0.35,min(4/sqrt(h/t,,,),0.76) For built-up sections A= 5.92 bf/(2*tf) Ap= 9.15 =0.38*sgrt(E/Fy) FL= 35.00 =1F(S),t/Sxc>=0.7,0.7*FYI max(Fy*S),t/SXc,0.5*Fy)) Ar caselo= 24.08 =1*sgrt(E/Fy) Case 10-W-Sections Ar casel1= 23.84 =0.95*sgrt(Kc*E/FL) Case 11 BU-Sections Ar= 24.08 Flange: Compact =1F(A,<Ap,"Compact",IF(AND(X<ar,a>Xp),"Non-Compact","Slender")) 8.3.1.a Web compactness check flexture (Table B4.1b: Case 15): A= 17.83 =h/tw %p= 90.55 =3.76*sgrt(E/Fy) /\r = 137.27 =5.70*sgrt(E/Fy) Web: Compact =1F(X<ap,"Compact",IF(AND(A<Ar,A>=Xp),"Non-Compact","Slender")) Per Table F1.1 for Flexure Section: F2 Ob= 0.9 =1F(AND(Flange="Compact",Web="Compact"),"F2",IF(AND(OR(FIange= "No n- Compact", Fla nge="Slender"),Web="Compact"), "F3",IF(AND(OR(Flange="Compact",Flange="Non- �c 0'9 Compact", Fla nge="Slender"),Web="Slender"),"F5","F4"))) (Dv= 0.9 8.4. Flange compactness check Axial Compression: (AISC 360 -16 Table B4.1a: Case 1 for W-sections, Case 2 for Built-up shapes) A= 5.92 bf/(2*tf) Ar_case1= 13.49 =0.56*sgrt(E/Fy) kc= 0.76 From Section 3 Ar_case2= 13.44 =0.64*sgrt(Kc*E/Fy) I\r 13.49 Flange: Nonslender 8.4.1.a Web compactness check Axial Compression (Table B4.1a: Case 5): A= 17.83 =h/tw Ar 35.88=1.49*sgrt(E/Fy) Web: Nonslender 'ROJECT: KAPPEN REMODEL No: 230119 Simpson Strong -Tie 8.Preliminary Steel Yield -Link Moment Connection Design Column Design RIGHT 8.5. Flexural Capacity 8.5.1. Yielding (F2.1) Mn F2.1= 2160 kip -in 8.5.2. Lateral -torsional buckling (F2.2) Lp= 88.16 in rYS= 2.35 in ho= 7.815 in c= 1 Lr= 422.48 in Cb calculated= 1.66 Cb= 1.66 Fcr= 208.5 ksi Mn Fz 2= 2160 kip -in 8.5.3. Lateral torsional buckling (F3.1) Mn F3.1= 2160 MP=Fy * Zx (Col braced at Bm bottom), My=Fy * Sx (Col not braced at Bm bottom) =1.76*ry*sgrt(E/Fy) =sgrt(sgrt(ly*Cw)/Sx) =d-tf Distance between centroids 1 for doubly symmetic I-Shapes =1.95*rts*E/(0.7*Fy)*sgrt((J*c)/(Sx*ho))* sqrt(1+sgrt(1+6.76*(0.7*Fy/E*Sx*ho/(J*C))2) =12.5*Mmax/(2.5*Mmax+3*MA+4*MB+3*Mc) =1 F(Cb=Cb_calculated,Cb_calculated,Cb) =Cb*Tr2*E/(Lb/rts)2*sgrt(1+0.078*J,01*Ccol/(SX*ho)*(Lb/rts)2) =IF(Lb<=LP,MP,I F(AND(LP<Lb,Lb<=Lr),MIN(Cb*(Mp-(MP-0.7* Fy*Sx)*((Lb-Lp)/(Lr Lp))),MP),MIN(Fcr*Sx,MP))) =Mn F2.2 8.5.4. Compression flange local buckling (F3.2) Kc= 0.76 =min(max(0.35,4/sgrt(h/tw)),0.76) A= 5.920=bf/(2*tf) I\pf= 9.15=0.38*sgrt(E/Fy) Arf= 24.1=1.0*sgrt(E/Fy) Mn F3.2= 2160=1F(Flange="Non-Compact",Mp-(Mp-0.7*Sx*Fy)*(X-Xpf)/(Xrf- xpf),IF(Flange="Slender",0.9*E*kc*Sx/7t2,Mp)) 8.5.5. Compression flange yielding (F4.1) hc= 7.13 in =d-2*tf I\w F4= 17.83 =hc/tw Ap,N 90.55 =3.76*sgrt(E/Fy) Arw 137.27 =5.7*sgrt(E/Fy) Myc= 2160 kip -in =Fy*Sxc Rpc= 1.00 =1F(hc/tw<=XPw1MP/Myc,MIN(MP/Myc-(Mp/Myc-1)*(X-Apw)/(1rw-Xpw),Mp/Myc)) Mn_F4.1= 2160 =Rpc*MYc 8.5.6. Lateral torsional buckling (F4.2) aw F42= 0.51 =he*tw/(bf*tf) rt F4= 2.25 in =bf/sgrt(12*(1+1/6*aw F42)) Lp_F4= 59.53 =1.1*rt F4*sgrt(E/Fy) Lr_F4= 404.36 in =1.95*rt_F4*E/FL*sgrt(J/(S)(c*ho))+sgrt((J/S),c*ho)A2 + 6.76 * (FL/E)A2) Fcr F4= 196.42 ksi =Cb*TT2*E/(Lb/rt F4)2*sgrt(1+0.078*J/(Sxc*ho)*(Lb/rt F4)2) Mn_F4.2= 2160 kip-in =IF(Lb<=LP,MP,IF(Lb>Lr,Fcr_F4*Sxc, MIN(Cb*(Rpc*Myc-(Rpc*Myc-Ff*Sxc)*(Lb-Lp)/(Lr Lp)),Rpc*Myc))) 8.5.7. Compression flange local buckling (F4.3) Af F43= 5.92 =bf/(2*tf) AV= 9.15 From Section 3 above Arf= 24.08 From Section 3 above Mn_F13= 2300 =Rpc*Myc-(Rpc*Myc-FL*Sxc)*(kf_F43-Apf)/(Xrf-Xpf) Mn_F14= 24453 0.9*E*kc*SXC/Xf F4322 Mn F43= 2160 kip -in =1F(Flange="Compact",MPJF(Flange="Non-Compact", Mn_F131 Mn_F14) E t;nil gu n eeirs (FZ-1) (F2-5) (F2-7) (EQ F2-8a) (F2-6) (F1-1) (F2-4) (F2-2, 2-3) (F3-1, 3-2) (F4-1) (F4-12) (F4-11) (F4-7) (F4-8) (F4-5) (F4-2, 4-3) (F4-13) (F4-14) PROJECT: KAPPEN REMODEL MRF No: 230119 Simpson Strong -Tie 8.Preliminary Steel Yield -Link Moment Connection Design Column Design MRIGHT 8.5.8. Tension flange yielding (F4.4) /\F44= 17.83 Myt= 2160 kip -in Apw= 91 /\nN 137 Rpt_F4-16a= 1.00 Rpt_F4-16b= 1.00 Rpt= 1.00 Mn F4.4= 2160 kip -in 8.5.9. Compression flange yielding (F5.1) aw= 0.51 rt F5= 2.25 in Rpg= 1.00 Mn F5.1= 2160 kip -in 8.5.10. Lateral -torsional buckling (F5.2) Lp F5= 59.5 in Lr_F5= 203 in Fcr Fs.3= 50 ksi Fcr_F5.4= 50 ksi Fcr LTB F5= 50 ksi Mn F5.2= 2160 kip -in =hc/tw =Fy*Sxt From Section 3 above From Section 3 above =Mp/Myt =Mp/Myt (Mp/Myt 1)*(XF44 Xpw)/(Xrw Xpw) =lF(XF44<-Xpw'Rpt_F4-16a, Rpt_F4_16b) =Rpt Myt =min(10,aw F42) =rt F4 =min(1,1-aw/(1200+300*aw)*(hc/tw 5.7*sgrt(E/Fy)) =Rpg* Fy*Sxc =1.1 * rt_F5 * sq rt (E/Fy) =Tr * rt_F5 * sq rt (E/0.7/Fy) =min (Fy,Cb* (Fy-0.3* Fy*( Lb- Lp_F5)/(Lr_F5-Lp_F5)) =min (Fy, Cb * Tr2 * E/(Lb/rt_F5 ) 2 ) =IF(Lb<=Lp F5,"NA",IF(Lb�Lr_F5,Fcr_F5.4. Fcr_F5.3)) =IF(Lb<=Lp F5,Mp,Rpg*Fcr_LTB_F5*Sxc) 8.5.11. Compression flange local buckling (F5.3) Af= 5.92 From Section 3 above ,\fp= 9.15 From Section 3 above I\fr= 24.08 From Section 3 above Fcr Fs a= 53 ksi Fcr Fs 9= 566 ksi Fcr F5= 50 ksi Mn F5.3= 2160 kip -in 8.5.12. Tension flange yielding (F5.4) Mn F5.4= 2160 kip -in 8.5.13. Flange hole reduction (F13.1) DHoleT= 0.000 in Afg= 5.56 in Afn= 5.56 in Yt= 1.00 Mn F13.1= 2808 kip -in Flexural Capacity Summary Mn F2= 2160 kip -in Mn F3= 2160 kip -in Mn F4= 2160 kip -in Mn F5= 2160 kip -in Mn= 2160 kip -in OMn= 1944 kip -in =Fy-0.3*Fy*(Xf-Xfp)/(Xfr Xfp) =0.9* E* kc/(bf/(2*tf))2 =if(Fla nge="Compact",50, if(Flange="Non-Compact",Fcr FS s1Fcr FS 9) =Rpg FCr_FS Sxc =Mp Both flanges are symmetric =bf*tf =tf* (bf-2 * DHoIeT) =I F (Fy/F„<=0.8,1,1.1) =Fi, *Afn/Afg*Sx =min(Mn F2.LMn F2.2) =min(Mn_F3.1,Mn_F3.2) =min(Mn F4.1iMn F4.2,Mn F4.3,Mn F4.4) =min(Mn F5.1,Mn F5.2,Mn F5.3iMn F5.4) IF(B3="Beam",I F(DesignSection="F2",MIN(Mn F2,Mn F13.1), IF(DesignSection="F3",MIN(Mn_F3;Mn_F13.1),IF(DesignSection="F4", MIN(Mn F4,Mn F13.1),MIN(Mn F5,Mn F13.1)))).Mn F4) =Ob*Mn E t;nil gu n eeirs (F4-16a) (F4-16b) (F4-15) (F5-6) (F5-1) (F4-7) (F5-5) (F5-3) (F5-4) (F5-2) (F5-8) (F5-9) (F5-7) (F5-10) (F13-1) PROJECT: KAPPEN REMODEL No: 230119 Simpson Strong -Tie 8.Preliminary Steel Yield -Link Moment Connection Design Column Design MRIGHT 8.6. Axial Capacity Section= E3=IF(OR(Flange="Slender",Web="Slender"),"E7","E3") 8.6.1. E.3 Flexural buckling (member without slender elements) KX= 1 Ky= 1 Kz= 1 Lb= 143.256 in Ly= 143 in Lz= 143 in K[R= 68.87 =max(Kx*Lb/rx,Ky*Lb/ry) Fe= 60.34 ksi =T[2*E/(KrR)2 Fcr_E.3= 35.35 ksi=1F(KLR<=4.71*SQRT(E/Fy),Fy*0.658(Ey/Ee) 0 877*Fe) Pn_E3= 498.38 kip=Fcr_E.3*Ag 8.6.2. EA Torsional and flexural -torsional buckling: (Applies to singly symmetric shapes) Fey= 60.34 ksi =T[2*E/(Ky*Ly/ry)z FeZ= 142.66 ksi =T[2*E*Cw/(Kz*Lz)z+G*J)/(1/(Ix+ly)) Fe_E.4= 60.34 ksi =(Fey+Fez)/(2*Hz)*(1-sgrt(1-4*Fey*Fez*Hz/(Fey+F")2)) Fcr E 4= 35.35 ksi =1F(K[r<=4.71*SQRT(E/Fy),Fy*0.658(Ey/Ee_E.4) 0 877*Fe_E.4) Pn E.4= 498.4 kip =Ag* Fcr_EA 8.6.2. E.7 Flexural, torsional and flexural -torsional buckling (members with slender elements) 8.6.2a Calculation for effective flange width Flange= Nonslender A= 5.92 From Section 3 above Ar 13.49 From Section 3 above c1= 0.22 AISC 360-16 Table E7.1 all elements c2= 1.49 AISC 360-16 Table E7.1 all elements Fei= 576.2 ksi =(c2 * krw/kW)^2 * Fy Fcr= 35.3 ksi =Min (Fcr_E3, Fcr_E4) bf= 8.11 in =Full Flange Width from AISC Database be E7-3= 3.7 in =bf*(1-c1*sgrt(Fel/Fcr))*sgrt(Fel/Fcr), but can't be more than bf be= 8.11 in =1f (Flange="Nonslender", bf, be_E7-3) Aweb= 2.99 in =Ag-2*tf*bf Af= 11.11 in =2*tf*be Ae1= 14.1 in =Aweb+Af 8.6.2b Calculation for effective web depth Web= Nonslender /\w 17.83 From Section 4.1 above Arw 35.88 From Section 4.1 above c1= 0.18 AISC 360-16 Table E7.1 stiffened elements c2= 1.31 AISC 360-16 Table E7.1 stiffened elements Fei= 347.7 ksi =(c2 * krw/kW)^2 * Fy h= 7.1 in he E7-3= 7.1 in =h*(1-c1*sgrt(Fei/Fcr))*sgrt(Fel/Fcr), but can't be more than h he= 7.1 in =1f (Web="Nonslender", h, he E7-3) Aflange= 11.1 in =2*bf*tf Aweb radius= 3.0 z in =Ag Aflange Aweb= 2.9 in =h*tw Aradius-_ 0.1 z in =Aweb radius - AWeb Ae web= 2.85 in =he * tw A z= 14.1 in =Aflange+Aradius+Ae web e - Ae= 14.1 in =Min (Ae1, Ae2) Fcr= 35.3 ksi Pn E7= 498.4 kips Pn= 498.4 kip=IF(AxialDesignSection="E3",Pn_E3,Pn_E7) 0c*Pn= 448.5 kip E t;nil gu n eeirs (E3-4) (E3-2, 3-3) (E3-1) (E3-4) (E4-2) (E4-3) (E3-2, 3-3) (E4-1) (E7-3) (E7-3) PROJECT: KAPPEN REMODEL MRF No: 230119 Simpson Strong -Tie 8.Preliminary Steel Yield -Link Moment Connection Design Column Design RIGHT 8.7. Demand per AISC 360-16 Appendix 8 (to include p-small delta) Py= 705 kip =Ag*Fy Pr= 9 kip =Pu_omega a= 1 1 for LRFD, 1.6 for ASD Cm= 1 conservative assumption Pely= 2566 kip =r[2*E*IX/(Lb)2 131= 1.003 =Cm/(1-a*Pr/Pely) 8.8 Axial + flexural interaction (Chapter H) Mr= 506.0 kip -in =MU*B1 Mc= 1944 kip -in =(D*Mn Pr= 8.6 kip =PU Pc= 448.5 kip =(D,*Pn DCR Axial= 0.019 =Pr/Pc DCR_Flexural= 0.260 =Mr/Mc DCR_P+M= 0.270 =1F(Pr/Pc>=0.2,Pr/Pc+8/9*Mr/Mc,Pr/(2*Pc)+Mr/Mc) 8.9. Shear capacity (Chapter G) HoleWeb= 0 in Vu= 3.78 kips AW= 3.40 in h/tw= 18 kv= 5.34 2.24sgrt(E/Fy)= 53.9 Cv1 G2-2= 1 1.lsgrt(kvE/Fy)= 61.2 Cv1 G2-3= 1.00 Cv1_G2-4= 3.4 Cv1_G2-3_4?= 1.0 Cv1= 1.0 Vn= 102.0 kip DCR_Shear= 0.041 8.10. Design Summary: =tw*(d-Holeweb) Webs without transverse stiffeners =1.1*sgrt(kv*E/Fy)/(h/tw) =if(h/tw <= 1.1*sqrt(kv*E/Fy), Cv1_G2-3� CV1_G2-4) =if(Cv1 G2-2—_n N An,Cv1 G2-3 4?) =0.6*Fy*AW*Cvl =VU/((Dv*Vn) Demand -to -Capacity Ratios LC ID Load Combination P M P+M V LC 7 (1.2+0.2SDS)DL+OmegaEL+f1*LL+f2*SL 0.019 0.260 0.270 0.041 E t;nil gu n eeirs (G2-2) (G2-3) (G2-4) (G2-1) PROJECT: KAPPEN REMODEL No: 23011c3 Rn o lt-'-1T e r s Company Wright Engineers 11RISA Designer : Amol Sudhakar Jadhav Job Number ANEMETSCHEK COMPANY Model Name Model Settings RIGHT Tngineeirs Number of Reported Sections 5 100 144 No Yes Number of Internal Sections Member Area Load Mesh Size(in') Consider Shear Deformation Consider Torsional Warping Approximate Mesh Size in 24 Transfer Forces Between Intersecting Wood Walls Yes Increase Wood Wall Nailing Capacity for Wind Loads Yes Include P-Delta for Walls Yes Optimize Masonry and Wood Walls Yes Maximum Number of Iterations 3 Single No Multiple (Optimum) Yes Maximum No Global Axis corresponding to vertical direction Y Convert Existing Data Yes Default Global Plane for z-axis Xz Plate Local Axis Orientation Global Hot Rolled Steel AISC 14th 360-10 : LRFD Stiffness Ad'ustment No Notional Annex None Connections AISC 14th 360-10 : ASD Cold Formed Steel AISI S100-16: ASD Stiffness Ad'ustment Yes Iterative Wood AWC NDS-18 / SDPWS-15 ASD Temperature < 10OF Concrete ACI 318-19 Masonry TMS 402-16: ASD Aluminum AA ADM1-15: ASD Structure TVpe Building Stiffness Ad'ustment Yes Iterative Stainless AISC 14th 360-10 : ASD Stiffness Ad'ustment Yes Iterative Compression Stress Block Rectangular Stress Block Anal ze using Cracked Sections Yes Leave room for horizontal rebar splices 2`d barspacing) Yes List forces which were ignored for design in the Detail Report Yes Column Min Steel 1 Column Max Steel 8 Rebar Material Spec ASTM A615 Warn if beam -column framing arrangement is not understood No Number of Shear Regions 4 Region 2 & 3 Spacing Increase Increment in 4 Code ASCE 7-16 Risk CategorV I or II Drift Cat Other PROJLUI: KAPPEN REMODEL 2301113 SHEET: Company Wright Engineers 11RISA Designer : Amol Sudhakar Jadhav Job Number ANEMETSCHEK COMPANY Model Name Model Settings (Continued) RIGHT Tn:gineems Base Elevation ft Yes 1 1 1 Include the weight of the structure in base shear calcs S, SD, SDS T sec 5 T Z sec T X sec C,Z 0.02 C,X 0.02 C,Ex . Z 0.75 C,Ex . X 0.75 RZ 3 RX 3 Olz 1 0oX 1 CdZ 1 CdX 1 Z 1 X 1 PROJECT: KAPPEN REMODEL 230119 SHEET: 111RISAAN EMETSCHEK C Company Designer Job Number Model Name Wright Engineers Amol Sudhakar Jadhav ARIGHT Trmginee rs Node Coordinates I ahpl X rinl Y rinl 7 rinl Datach Frnm Dianhranm 1 N1 0 0 0 2 N2 0 133.506 0 3 N3 166 22 0 4 N4 166 133.506 0 Node Boundary Conditions Node Label X rk/inl Y rk/inl 7 rk/inl 1 N 1 Reaction Reaction Reaction 2 N2 Reaction 3 N3 Reaction Reaction Reaction 4 N4 Reaction Member Point Loads No Data to Print... Basic Load Cases RI C Desrrintinn Catennry Y ('ravity Nndal DiGtrihutPd 1 DEAD DL None -1 2 1 2 LIVE LL None 1 3 RF LIVE LR None 2 1 4 SNOW SL None 2 1 5 RAIN RL None 1 6 WIND W None 2 2 7 NOTIONAL NI None 1 8 SEISMIC DRIFT None 2 1 9 SEISMIC STRENGTH None 2 1 Load Combinations Description Sn1vPP-rWta Rl (.F-tnrRl (F-tnr Rl (.F-tnr Rl (:Fantnr Rl (.F:-tnrRl (:Fantnr Rl r.F-tnr Rl (.Pant -RI (:Fantnr 1 1.4 DL + NL Yes Y 1 1.4 2 3 4 5 6 7 1 8 9 2 1.2 DL + 1.6 LL + 0.5 LR + NL [LINK11 Yes Y 1 1.2 2 1.6 3 0.5 4 5 6 7 1 8 9 3 1.2 DL + 1.6 LL + 0.5 SL + NL Yes Y 1 1.2 2 1.6 3 4 0.5 5 6 7 1 8 9 4 1.2 DL + 1.6 LL + 0.5 RL + NL Yes Y 1 1.2 2 1.6 3 4 5 0.5 6 7 1 8 9 5 1.2 DL + 1.6 LR + 0.5 LL + NL Yes Y 1 1.2 2 0.5 3 1.6 4 5 6 7 1 8 9 6 1.2 DL + 1.6 SL + 0.5 LL + NL Yes Y 1 1.2 2 0.5 3 4 1.6 5 6 7 1 8 9 7 1.2 DL + 1.6 RL + 0.5 LL + NL Yes Y 1 1.2 2 0.5 3 4 5 1.6 6 7 1 8 9 8 1.2 + 0.2'SDS DL + WILL + f2"SL BEAM SHEAR Yes Y 1 1.405 2 0.5 3 0.5 4 0.7 5 0.5 6 7 8 9 9 1.2 DL + 1.6 LR + 0.5 WL Yes Y 1 1.2 2 3 1.6 4 5 6 0.5 7 8 9 10 1.2 DL + 1.6 LR - 0.5 WL Yes Y 1 1.2 2 3 1.6 4 5 6 -0.5 7 8 9 11 1.2 DL + 1.6 SL + 0.5 WL Yes Y 1 1.2 2 3 4 1.6 5 6 0.5 7 8 9 12 1.2 DL + 1.6 SL - 0.5 WL Yes Y 1 1.2 2 3 4 1.6 5 6 -0.5 7 8 9 13 1.2 DL + 1.6 RL + 0.5 WL Yes Y 1 1.2 2 3 4 5 1.6 6 0.5 7 8 9 14 1.2 DL + 1.6 RL - 0.5 WL Yes Y 1 1.2 2 3 4 5 1.6 6 -0.5 7 8 9 15 1.2 DL + 1.0 WL + 0.5 LL + 0.5 LR Yes Y 1 1.2 2 0.5 3 0.5 4 5 6 1 7 8 9 16 1.2 DL - 1.0 WL + 0.5 LL + 0.5 LR Yes Y 1 1.2 2 0.5 3 0.5 4 5 6 -1 7 8 9 17 1.2 DL + 1.0 WL + 0.5 LL + 0.5 SL Yes Y 1 1.2 2 0.5 3 4 0.5 5 6 1 7 8 9 18 1.2 DL - 1.0 WL + 0.5 LL + 0.5 SL Yes Y 1 1.2 2 0.5 3 4 0.5 5 6 -1 7 8 9 19 1.2 DL + 1.0 WL + 0.5 LL + 0.5 RL Yes Y 1 1.2 2 0.51 3 4 5 0.5 6 1 7 8 9 20 1.2 DL - 1.0 WL + 0.5 LL + 0.5 RL Yes Y 1 1.2 2 0.5 3 4 5 0.5 6 -1 7 8 9 21 0.9DL+1.0WL Yes Y 1 0.9 2 1 3 4 5 6 1 7 8 9 [ Linel.R3D ] PReJLUI: KAPPEN REMODEL 2301113 SHEET: 111RISAAN EMETSCHEK C Company Designer Job Number Model Name Wright Engineers Amol Sudhakar Jadhav ARIGHT Trip glneers Load Combinations (Continued) np-nYIntion rr-t-Rl r r:.,f rP1 CF.rf-PI rr:.,f rPU r P-t-PI CF.rMr RI r.P-f- 22 0.9 DL - 1.0 WL Yes Y 1 0.9 2 3 4 5 6 -1 7 8 9 23 1.0 DL + 0.5 LL + 0.5 LR + 0.7 WL W DRIFT1 Yes Y 1 1 2 0.5 3 0.5 4 5 6 0.7 7 8 9 24 1.0 DL + 0.5 LL + 0.5 LR - 0.7 WL W DRIFT21 Yes Y 1 1 2 0.5 3 0.5 4 5 6 -0.7 7 8 9 25 1.2 + 0.2*SDS DL + EL*r + f1*LL + f2*SL LINK1 Yes Y 1 1.405 2 0.5 3 0.5 4 0.7 5 6 7 8 9 1.3 26 1.2 + 0.2 SDS DL - EL*r + f1 *LL + f2* SL [LINK2] Yes Y 1 1.405 2 0.5 3 0.5 4 0.7 5 6 7 8 9 -1.3 27 0.9 - 0.2 SDS DL + EL*r Yes Y 1 0.695 2 3 4 5 6 7 8 9 1.3 28 0.9 - 0.2 SDS DL - EL*r Yesl Y 1 0.695 2 3 4 5 6 7 8 9 -1.3 29 1.2 + 0.2*SDS DL + EL_D+ f1 *LL + f2*SL [E_DRIFT1]Yes Y 1 1.405 2 0.5 3 0.5 4 0.7 5 6 7 8 1 9 30 1.2 + 0.2 SDS DL - EL D+ f1 *LL + f2* SL E DRIFT2 Yes Y 1 1.405 2 0.5 3 0.5 4 0.7 5 6 7 8 -1 9 31 0.9 - 0.2 SDS DL + EL D Yes Y 1 0.695 2 3 4 5 6 7 8 1 9 32 0.9 - 0.2 SDS DL - EL D Yes Y 1 0.695 2 3 4 5 6 7 8 -1 9 33 1.2 + 0.2 SDS DL + Ome aEL + f1 *LL + f2*SL OMEGA1 I Yes Y 1 1.405 2 0.5 3 4 0.7 5 6 7 8 9 2.5 34 1.2 + 0.2 SDS DL -Ome aEL + f1 *LL + f2*SL [OMEGA21 Yes Y 1 1.405 2 0.5 3 4 0.7 5 6 7 8 9 -2.5 35 0.9 - 0.2 SDS DL + Ome aEL Yes Y 1 0.695 2 3 4 5 6 7 8 9 2.5 36 0.9 - 0.2 SDS DL - Ome aEL Yes Y 1 0.695 2 3 4 5 6 7 8 9 -2.5 37 DL Yes Y 1 1 2 3 4 5 6 7 8 9 38 LL Yes Y 1 2 1 3 4 5 6 7 8 9 39 LR Yes Y 1 2 3 1 4 5 6 7 8 9 40 SL Yes Y 1 2 3 4 1 5 6 7 8 9 41 RL Yes Y 1 2 3 4 5 1 6 7 8 9 42 WL Yes Y 1 2 3 4 5 6 1 7 8 9 43 NL Yes Y 1 2 3 4 5 6 7 1 8 9 44 EL D Yes Y 1 2 3 4 5 6 7 8 1 9 45 EL Yes Y 1 2 3 4 5 6 7 8 9 1 Load Combination Desi_pn DescriDtion Service Hot Rolled Cold Formedw-iConcrete MasonrvAluminumStainless Connection 1 1.4 DL + NL Yes Yes Yes Yes Yes Yes Yes Yes 2 1.2 DL + 1.6 LL + 0.5 LR + NL [LINK11 Yes Yes Yes Yes Yes Yes Yes Yes 3 1.2 DL + 1.6 LL + 0.5 SL + NL Yes Yes Yes Yes Yes Yes Yes Yes 4 1.2 DL + 1.6 LL + 0.5 RL + NL Yes Yes Yes Yes Yes Yes Yes Yes 5 1.2 DL + 1.6 LR + 0.5 LL + NL Yes Yes Yes Yes Yes Yes Yes Yes 6 1.2 DL + 1.6 SL + 0.5 LL + NL Yes Yes Yes Yes Yes Yes Yes Yes 7 1.2 DL + 1.6 RL + 0.5 LL + NL Yes Yes Yesl Yes Yes Yes Yes Yes 8 1.2 + 0.2*SDS DL + f1 *LL + f2*SL BEAM SHEAR1 Yes Yes Yes Yes Yes Yes Yes Yes 9 1.2 DL + 1.6 LR + 0.5 WL Yes Yes Yes Yes Yes Yes Yes Yes 10 1.2 DL + 1.6 LR - 0.5 WL Yes Yes Yes Yes Yes Yes Yes Yes 11 1.2 DL + 1.6 SL + 0.5 WL Yes Yes Yes Yes Yes Yes Yes Yes 12 1.2 DL + 1.6 SL - 0.5 WL Yes Yes Yes Yes Yes Yes Yes Yes 13 1.2 DL + 1.6 RL + 0.5 WL Yes Yes Yes Yes Yes Yes Yes Yes 14 1.2 DL + 1.6 RL - 0.5 WL Yes Yes Yes Yes Yes Yes Yes Yes 15 1.2 DL + 1.0 WL + 0.5 LL + 0.5 LR Yes Yes Yesl Yes Yes Yes Yes Yes 16 1.2 DL - 1.0 WL + 0.5 LL + 0.5 LR Yes Yes Yes Yes Yes Yes Yes Yes 17 1.2 DL + 1.0 WL + 0.5 LL + 0.5 SL Yes Yes Yes Yes Yes Yes Yes Yes 18 1.2 DL - 1.0 WL + 0.5 LL + 0.5 SL Yes Yes Yes Yes Yes Yes Yes Yes 19 1.2 DL + 1.0 WL + 0.5 LL + 0.5 RL Yes Yes Yes Yes Yes Yes Yes Yes 20 1.2 DL - 1.0 WL + 0.5 LL + 0.5 RL Yes Yes Yes Yes Yes Yes Yes Yes 21 0.9 DL + 1.0 WL Yes Yes Yes Yes Yes Yes Yes Yes 22 0.9 DL - 1.0 WL Yes Yes Yes Yes Yes Yes Yes Yes 23 1.0 DL + 0.5 LL + 0.5 LR + 0.7 WL W DRIFT11 Yes Yes Yes Yes Yes Yes Yes Yes 24 1.0 DL + 0.5 LL + 0.5 LR - 0.7 WL W DRIFT21 Yes Yes Yes Yes Yes Yes Yes Yes 25 1.2 + 0... 2*SDS DL + EL*r + f1 *LL + f2*SL [LIN 1 Yes Yes Yes Yes Yes Yes Yes Yes 26 1.2 + 0.2 SDS DL - EL*r + f1 *LL + f2* SL [LINK21 Yes Yes Yes Yes Yes Yes Yes Yes 27 0.9 - 0.2 SDS DL + EL*r Yes Yes Yes Yes Yes Yes Yes Yes 28 0.9 - 0.2 SDS DL - EL*r Yes I Yes lYes Yes Yes Yes Yes Yes RIS [ Line1.R3D ] PROJECT: KAPPEN REMODEL I [ 230119 I (SHEET: 4 111RISAAN EMETSCHEK C Company Designer Job Number Model Name Wright Engineers Amol Sudhakar Jadhav ARIGHT T rip g i n e e r s Load Combination Design (Continued) r)PSCrintinn gi-..rvICP.Hnt RnllartCnlrt FnrmarIXAI,,,,,1Cnnr.rataMasnnrvAlnminumRtninlacsCnnnartinn 29 1.2 + 0.2*SDS DL + EL D+ f1 *LL + f2*SL E DRIFT1 Yes Yes Yes Yes Yes Yes Yes Yes 30 1.2 + 0.2 SDS DL - EL D+ f1*LL + f2* SL E DRIFT2 Yes Yes Yes Yes Yes Yes Yes Yes 31 0.9 - 0.2 SDS DL + EL D Yes Yes Yes Yes Yes Yes Yes Yes 32 0.9 - 0.2 SDS DL - EL D Yes Yes Yes Yes Yes Yes Yes Yes 33 1.2 + 0.2 SDS DL + Ome aEL + f1*LL + f2*SL OMEGA1 Yes Yes Yes Yes Yes Yes Yes Yes 34 1.2 + 0.2 SDS DL -Ome aEL + f1*LL + f2*SL [OMEGA2] Yes Yes Yes Yes Yes Yes Yes Yes 35 0.9 - 0.2 SDS DL + Ome aEL Yes Yes Yesl Yes Yes Yes Yes Yes 36 0.9 - 0.2 SDS DL - Ome aEL Yes Yes Yesl Yes Yes Yes Yes Yes 37 DL Yes Yes Yesl Yes Yes Yes Yes Yes 38 LL Yes Yes Yes Yes Yes Yes Yes Yes 39 LR Yes Yes Yes Yes Yes Yes Yes Yes 40 SL Yes Yes Yes Yes Yes Yes Yes Yes 41 RL Yes Yes Yes Yes Yes Yes Yes Yes 42 WL Yes Yes Yes Yes Yes Yes Yes Yes 43 NL Yes Yes Yes Yes Yes Yes Yes Yes 44 EL D Yes Yes Yes Yes Yes Yes Yes Yes 45 EL Yes I Yes Yesl Yes Yes Yes Yes Yes Node Reactions IC NndP LahPl X rkl Y rkl Z rkl MX rk-inl MY rk-inl MZ rk-inl 1 1 N 1 0.098 2.127 0 0 0 0 2 1 N2 0 0 0 0 0 0 3 1 N3 -0.226 2.151 0 0 0 0 4 1 N4 0 0 0 0 0 0 5 1 Totals: -0.129 4.277 0 6 1 COG (in): X: 80.61 Y: 113.708 Z: 0 7 2 N1 0.117 2.213 0 0 0 0 8 2 N2 0 0 0 0 0 0 9 2 N3 -0.246 2.249 0 0 0 0 10 2 N4 0 0 0 0 0 0 11 2 Totals: -0.129 4.462 0 12 2 COG (in): X: 81.036 Y: 117.237 Z: 0 13 3 N 1 0.127 2.313 0 0 0 0 14 3 N2 0 0 0 0 0 0 15 3 N3 -0.256 2.347 0 0 0 0 16 3 N4 0 0 0 0 0 0 17 3 Totals: -0.129 4.661 0 18 3 COG (in): X: 81.12 Y: 117.932 Z: 0 19 4 N 1 0.076 1.809 0 0 0 0 20 4 N2 0 0 0 0 0 0 21 4 N3 -0.205 1.857 0 0 0 0 22 4 N4 0 0 0 0 0 0 23 4 Totals: -0.129 3.666 0 24 4 COG (in): X: 80.61 Y: 113.708 Z: 0 25 5 N 1 0.208 3.1 0 0 0 0 26 5 N2 0 0 0 0 0 0 27 5 N3 -0.336 3.112 0 0 0 0 28 5 N4 0 0 0 0 0 0 29 5 Totals: -0.129 6.212 0 30 5 COG (in): X: 81.59 Y: 121.821 Z: 0 31 6 N 1 0.241 3.422 0 0 0 0 32 6 N2 0 0 0 0 0 0 33 6 N3 -0.369 3.426 0 0 0 0 34 6 N4 0 0 0 0 0 0 35 6 Totals: -0.129 6.848 0 RIS [ Line1.R3D ] PRGJLU1: KAPPEN REMODEL 230119 SHEET: 111RISAAN EMETSCHEK C Company Designer Job Number Model Name Wright Engineers Amol Sudhakar Jadhav ARIGHT Trip gineers Node Reactions (Continued) I C; Nnrla I nhal X rkl Y rkl 7 rkl MY rk-inl MY rk-inl M7 rk-inl 36 6 COG (in): X: 81.721 Y: 122.906 Z: 0 37 7 N 1 0.076 1.809 0 0 0 0 38 7 N2 0 0 0 0 0 0 39 7 N3 -0.205 1.857 0 0 0 0 40 7 N4 0 0 0 0 0 0 41 7 Totals: -0.129 3.666 0 42 7 COG (in): X: 80.61 Y: 113.708 Z: 0 43 8 N 1 0.264 3.337 0 0 0 0 44 8 N2 0 0 0 0 0 0 45 8 N3 -0.264 3.143 0 0 0 0 46 8 N4 0 0 0 0 0 0 47 8 Totals: 0 6.479 0 48 8 COG (in): X: 81.417 Y: 120.392 Z: 0 49 9 N 1 -0.45 1.715 0 0 0 0 50 9 N2 0 0 0 0 0 0 51 9 N3 -1.217 3.978 0 0 0 0 52 9 N4 0 0 0 0 0 0 53 9 Totals: -1.667 5.693 0 54 9 COG (in): X: 81.461 Y: 120.756 Z: 0 55 10 N 1 0.966 4.673 0 0 0 0 56 10 N2 0 0 0 0 0 0 57 10 N3 0.7 2.058 0 0 0 0 58 10 N4 0 0 0 0 0 0 59 10 Totals: 1.667 6.73 0 60 10 COG (in): X: 81.698 Y: 122.721 Z: 0 61 11 N 1 -0.417 2.037 0 0 0 0 62 11 N2 0 0 0 0 0 0 63 11 N3 -1.25 4.293 0 0 0 0 64 11 N4 0 0 0 0 0 0 65 11 Totals: -1.667 6.329 0 66 11 COG (in): X: 81.616 Y: 122.038 Z: 0 67 12 N 1 0.999 4.996 0 0 0 0 68 12 N2 0 0 0 0 0 0 69 12 N3 0.667 2.371 0 0 0 0 70 12 N4 0 0 0 0 0 0 71 12 Totals: 1.667 7.367 0 72 12 COG (in): X: 81.811 Y: 123.653 Z: 0 73 13 N 1 -0.581 0.427 0 0 0 0 74 13 N2 0 0 0 0 0 0 75 13 N3 -1.085 2.72 0 0 0 0 76 13 N4 0 0 0 0 0 0 77 13 Totals: -1.667 3.148 0 78 13 COG (in): X: 80.217 Y: 110.445 Z: 0 79 14 N 1 0.835 3.38 0 0 0 0 80 14 N2 0 0 0 0 0 0 81 14 N3 0.831 0.805 0 0 0 0 82 14 N4 0 0 0 0 0 0 83 14 Totals: 1.667 4.185 0 84 14 COG (in): X: 80.907 Y: 116.162 Z: 0 85 15 N1 -1.254 -0.647 0 0 0 0 86 15 N2 0 0 0 0 0 0 87 15 N3 -2.079 4.071 0 0 0 0 88 15 N4 0 0 0 0 0 0 89 15 Totals: -3.333 3.424 0 90 15 COG (in): X: 80.442 Y: 112.308 Z: 0 [ Line1.R3D ] PReJLUI: KAPPEN REMODEL 2301113 SHEET: 111RISAAN EMETSCHEK C Company Designer Job Number Model Name Wright Engineers Amol Sudhakar Jadhav ARIGHT Trip gineers Node Reactions (Continued) I (I Nndt- I nhP1 X rkl Y rkl 7 rkl MX rk-inl MY rk-inl M7 rk-inl 91 16 N1 1.579 5.262 0 0 0 0 92 16 N2 0 0 0 0 0 0 93 16 N3 1.754 0.238 0 0 0 0 94 16 N4 0 0 0 0 0 0 95 16 Totals: 3.333 5.499 0 96 16 COG (in): X: 81.407 Y: 120.307 Z: 0 97 17 N1 -1.244 -0.546 0 0 0 0 98 17 N2 0 0 0 0 0 0 99 17 N3 -2.09 4.169 0 0 0 0 100 17 N4 0 0 0 0 0 0 101 17 Totals: -3.333 3.623 0 102 17 COG (in): X: 80.582 Y: 113.472 Z: 0 103 18 N1 1.589 5.363 0 0 0 0 104 18 N2 0 0 0 0 0 0 105 18 N3 1.744 0.335 0 0 0 0 106 18 N4 0 0 0 0 0 0 107 18 Totals: 3.333 5.698 0 108 18 COG (in): X: 81.462 Y: 120.767 Z: 0 109 19 N1 -1.295 -1.048 0 0 0 0 110 19 N2 0 0 0 0 0 0 111 19 N3 -2.038 3.677 0 0 0 0 112 19 N4 0 0 0 0 0 0 113 19 Totals: -3.333 2.629 0 114 19 COG (in): X: 79.667 Y: 105.895 Z: 0 115 20 N1 1.538 4.857 0 0 0 0 116 20 N2 0 0 0 0 0 0 117 20 N3 1.795 -0.153 0 0 0 0 118 20 N4 0 0 0 0 0 0 119 20 Totals: 3.333 4.704 0 120 20 COG (in): X: 81.137 Y: 118.075 Z: 0 121 21 N1 -1.328 -1.522 0 0 0 0 122 21 N2 0 0 0 0 0 0 123 21 N3 -2.006 3.234 0 0 0 0 124 21 N4 0 0 0 0 0 0 125 21 Totals: -3.333 1.712 0 126 21 COG (in): X: 79.163 Y: 101.712 Z: 0 127 22 N1 1.506 4.379 0 0 0 0 128 22 N2 0 0 0 0 0 0 129 22 N3 1.827 -0.592 0 0 0 0 130 22 N4 0 0 0 0 0 0 131 22 Totals: 3.333 3.787 0 132 22 COG (in): X: 81.265 Y: 119.132 Z: 0 133 23 N1 -0.847 -0.077 0 0 0 0 134 23 N2 0 0 0 0 0 0 135 23 N3 -1.486 3.202 0 0 0 0 136 23 N4 0 0 0 0 0 0 137 23 Totals: -2.333 3.124 0 138 23 COG (in): X: 80.663 Y: 114.146 Z: 0 139 24 N1 1.136 4.057 0 0 0 0 140 24 N2 0 0 0 0 0 0 141 24 N3 1.197 0.52 0 0 0 0 142 24 N4 0 0 0 0 0 0 143 24 Totals: 2.333 4.577 0 144 24 COG (in): X: 81.405 Y: 120.29 Z: 0 145 25 N1 -1.264 0.625 0 0 0 0 [ Line1.R3D ] PROJLUI: KAPPEN REMODEL 2301113 SHEET: Company Wright Engineers 11RISA Designer : Amol Sudhakar Jadhav Job Number ANEMETSCHEK COMPANY Model Name Node Reactions (Continued) ARIGHT Trip gineers LC Node Label X [kj Y [kj Z [kj MX [k-inj MY [k-inj MZ [k-inj 1461 25 1 N2 0 0 0 0 0 0 147 25 N3 -2.451 5.854 0 0 0 0 148 25 N4 0 0 0 0 0 0 149 25 Totals: -3.714 6.479 0 150 25 COG (in): X: 81.417 Y: 120.392 Z: 0 151 26 N1 1.773 6.046 0 0 0 0 152 26 N2 0 0 0 0 0 0 153 26 N3 1.941 0.434 0 0 0 0 154 26 N4 0 0 0 0 0 0 155 26 Totals: 3.714 6.479 0 156 26 COG (in): X: 81.417 Y: 120.392 Z: 0 157 27 N1 -1.453 -1.599 0 0 0 0 158 27 N2 0 0 0 0 0 0 159 27 N3 -2.261 3.723 0 0 0 0 160 27 N4 0 0 0 0 0 0 161 27 Totals: -3.714 2.124 0 162 27 COG (in): X: 80.61 Y: 113.708 Z: 0 163 28 N1 1.585 3.802 0 0 0 0 164 28 N2 0 0 0 0 0 0 165 28 N3 2.129 -1.678 0 0 0 0 166 28 N4 0 0 0 0 0 0 167 28 Totals: 3.714 2.124 0 168 28 COG (in): X: 80.61 Y: 113.708 Z: 0 169 29 N1 -0.91 1.251 0 0 0 0 170 29 N2 0 0 0 0 0 0 171 29 N3 -1.948 5.228 0 0 0 0 172 29 N4 0 0 0 0 0 0 173 29 Totals: -2.857 6.479 0 174 29 COG (in): X: 81.417 Y: 120.392 Z: 0 175 30 N1 1.426 5.421 0 0 0 0 176 30 N2 0 0 0 0 0 0 177 30 N3 1.431 1.058 0 0 0 0 178 30 N4 0 0 0 0 0 0 179 30 Totals: 2.857 6.479 0 180 30 COG (in): X: 81.417 Y: 120.392 Z: 0 181 31 N1 -1.099 -0.976 0 0 0 0 182 31 N2 0 0 0 0 0 0 183 31 N3 -1.758 3.1 0 0 0 0 184 31 N4 0 0 0 0 0 0 185 31 Totals: -2.857 2.124 0 186 31 COG (in): X: 80.61 Y: 113.708 Z: 0 187 32 N1 1.238 3.179 0 0 0 0 188 32 N2 0 0 0 0 0 0 189 32 N3 1.619 -1.055 0 0 0 0 190 32 N4 0 0 0 0 0 0 191 32 Totals: 2.857 2.124 0 192 32 COG (in): X: 80.61 Y: 113.708 Z: 0 193 33 N1 -2.731 -2.28 0 0 0 0 194 33 N2 0 0 0 0 0 0 195 33 N3 -4.412 7.964 0 0 0 0 196 33 N4 0 0 0 0 0 0 197 33 Totals: -7.143 5.684 0 198 33 COG (in): X: 81.196 Y: 118.556 Z: 0 0 0 199 34 N1 3.11 8.138 0 0 0 200 34 N2 0 0 0 0 0 [ Line1.R3D ] PROJECT: KAPPEN REMODEL 2301113 SHEET: Company Wright Engineers 11RISA Designer : Amol Sudhakar Jadhav Job Number ANEMETSCHEK COMPANY Model Name Node Reactions (Continued) ARIGHT Trip gineers LC Node Label X [kj Y [kj Z [k] MX [k-inj MY [k-inj MZ [k-inj 2011 34 N3 4.033 -2.454 0 0 0 0 202 34 N4 0 0 0 0 0 0 203 34 Totals: 7.143 5.684 0 204 34 COG (in): X: 81.196 Y: 118.556 Z: 0 205 35 N1 -2.88 -4.095 0 0 0 0 206 35 N2 0 0 0 0 0 0 207 35 N3 -4.263 6.219 0 0 0 0 208j 35 N4 0 0 0 0 0 0 209 35 Totals: -7.143 2.124 0 210 35 COG (in): X: 80.61 Y: 113.708 Z: 0 211 36 N1 2.963 6.292 0 0 0 0 212 36 N2 0 0 0 0 0 0 213 36 N3 4.18 -4.168 0 0 0 0 214 36 N4 0 0 0 0 0 0 215 36 Totals: 7.143 2.124 0 216 36 COG (in): X: 80.61 Y: 113.708 Z: 0 217 37 N1 0.107 1.586 0 0 0 0 218 37 N2 0 0 0 0 0 0 219 37 N3 -0.107 1.469 0 0 0 0 220 37 N4 0 0 0 0 0 0 221 37 Totals: 0 3.055 0 222 37 COG (in): X: 80.61 Y: 113.708 Z: 0 223 38 N1 0 0 0 0 0 0 224 38 N2 0 0 0 0 0 0 225 38 N3 0 0 0 0 0 0 226 38 N4 0 0 0 0 0 0 227 38 Totals: 0 0 0 228 38 COG (in): NC NC NC 229 39 N1 0.082 0.806 0 0 0 0 230 39 N2 0 0 0 0 0 0 231 39 N3 -0.082 0.784 0 0 0 0 232 39 N4 0 0 0 0 0 0 233 39 Totals: 0 1.591 0 234 39 COG (in): X: 83 Y: 133.506 Z: 0 235 40 N1 0.103 1.008 0 0 0 0 236 40 N2 0 0 0 0 0 0 237 40 N3 -0.103 0.981 0 0 0 0 238 40 N4 0 0 0 0 0 0 239 40 Totals: 0 1.989 0 240 40 COG (in): X: 83 Y: 133.506 Z: 0 241 41 N1 0 0 0 0 0 0 242 41 N2 0 0 0 0 0 0 243 41 N3 0 0 0 0 0 0 244 41 N4 0 0 0 0 0 0 245 41 Totals: 0 0 0 246 41 COG (in): NC NC NC 247 42 N1 -1.425 -2.944 0 0 0 0 248 42 N2 0 0 0 0 0 0 249 42 N3 -1.909 1.907 0 0 0 0 250 42 N4 0 0 0 0 0 0 251 42 Totals: -3.333 -1.037 0 252 42 COG (in): X: 83 Y: 133.506 Z: 0 253 43 N1 -0.053 -0.093 0 0 0 0 0 0 254 43 N2 0 0 0 0 255 43 N3 -0.076 0.093 0 0 0 0 [ Line1.R3D ] PROJECT: KAPPEN REMODEL 2301113 SHEET: 111RISAAN EMETSCHEK C Company Designer Job Number Model Name Wright Engineers Amol Sudhakar Jadhav ARIGHT Trip gineers Node Reactions (Continued) I C: Nnrla I nhal X rkl Y rkl 7 rkl MX fk-inl MY rk-inl M7 rk-inl 256 43 N4 0 0 0 0 0 0 257 43 Totals: -0.129 0 0 258 43 COG (in): NC NC NC 259 44 N1 -1.174 -2.075 0 0 0 0 260 44 N2 0 0 0 0 0 0 261 44 N3 -1.683 2.075 0 0 0 0 262 44 N4 0 0 0 0 0 0 263 44 Totals: -2.857 0 0 264 44 COG (in): NC NC NC 265 45 N1 -1.174 -2.075 0 0 0 0 266 45 N2 0 0 0 0 0 0 267 45 N3 -1.683 2.075 0 0 0 0 268 45 N4 0 0 0 0 0 0 2691 45 Totals: -2.857 0 0 2701 45 COG (in): NC NC NC Node Displacements LC Node Label X rinl Y rinl Z finl X Rotation fradl Y Rotation rradl Z Rotation rradl 1 1 N1 0 0 0 0 0 -1.713e-5 2 1 N2 0.01 -0.001 0 0 0 -1.799e-4 3 1 N3 0 0 0 0 0 -1.725e-4 4 1 N4 0.009 -0.001 0 0 0 9.111 e-5 5 2 N1 0 0 0 0 0 -1.75e-6 6 2 N2 0.009 -0.001 0 0 0 -1.973e-4 7 2 N3 0 0 0 0 0 -1.748e-4 8 2 N4 0.009 -0.001 0 0 0 1.118e-4 9 3 N 1 0 0 0 0 0 6.306e-6 10 3 N2 0.009 -0.001 0 0 0 -2.064e-4 11 3 N3 0 0 0 0 0 -1.759e-4 12 3 N4 0.009 -0.001 0 0 0 1.226e-4 13 4 N 1 0 0 0 0 0 -3.396e-5 14 4 N2 0.01 0 0 0 0 -1.609e-4 15 4 N3 0 0 0 0 0 -1.702e-4 16 4 N4 0.01 0 0 0 0 6.847e-5 17 5 N 1 0 0 0 0 0 6.918e-5 18 5 N2 0.006 -0.001 0 0 0 -2.774e-4 19 5 N3 0 0 0 0 0 -1.848e-4 20 5 N4 0.006 -0.001 0 0 0 2.071 e-4 21 6 N 1 0 0 0 0 0 9.499e-5 22 6 N2 0.005 -0.001 0 0 0 -3.065e-4 23 6 N3 0 0 0 0 0 -1.884e-4 24 6 N4 0.005 -0.001 0 0 0 2.418e-4 25 7 N 1 0 0 0 0 0 -3.396e-5 26 7 N2 0.01 0 0 0 0 -1.609e-4 27 7 N3 0 0 0 0 0 -1.702e-4 28 7 N4 0.01 0 0 0 0 6.847e-5 29 8 N 1 0 0 0 0 0 2.075e-4 30 8 N2 -0.008 -0.001 0 0 0 -2.332e-4 31 8 N3 0 0 0 0 0 -2.85e-5 32 8 N4 -0.008 -0.001 0 0 0 2.785e-4 33 9 N1 0 0 0 0 0 -1.572e-3 34 9 N2 0.176 0 0 0 0 -8.183e-4 35 9 N3 0 0 0 0 0 -2.055e-3 36 9 N4 0.176 -0.001 0 0 0 -6.301 e-4 37 10 N 1 0 0 0 0 0 1.983e-3 RI PROJLUI: KAPPEN REMODEL D] 2301113 SHEET: 111RISAA NEMETSCHEK C Company Designer Job Number Model Name Wright Engineers Amol Sudhakar Jadhav ARIGHT Trip gineers Node Displacements (Continued) I C, Nnrla I nhPl X rinl Y rinl 7 rinl X Rntatinn rrartl Y Rntatinn rradl 7 Rntatinn rrndl 38 10 N2 -0.192 -0.001 0 0 0 3.582e-4 39 10 N3 0 0 0 0 0 1.999e-3 40 10 N4 -0.192 0 0 0 0 1.18e-3 41 11 N1 0 0 0 0 0 -1.548e-3 42 11 N2 0.175 -0.001 0 0 0 -8.477e-4 43 11 N3 0 0 0 0 0 -2.059e-3 44 11 N4 0.175 -0.001 0 0 0 -5.959e-4 45 12 N 1 0 0 0 0 0 2.01 e-3 46 12 N2 -0.194 -0.002 0 0 0 3.295e-4 47 12 N3 0 0 0 0 0 1.997e-3 48 12 N4 -0.194 -0.001 0 0 0 1.215e-3 49 13 N1 0 0 0 0 0 -1.672e-3 50 13 N2 0.18 0 0 0 0 -7.005e-4 51 13 N3 0 0 0 0 0 -2.036e-3 52 13 N4 0.18 -0.001 0 0 0 -7.669e-4 53 14 N 1 0 0 0 0 0 1.875e-3 54 14 N2 -0.188 -0.001 0 0 0 4.732e-4 55 14 N3 0 0 0 0 0 2.009e-3 56 14 N4 -0.188 0 0 0 0 1.039e-3 57 15 N1 0 0 0 0 0 -3.414e-3 58 15 N2 0.363 0 0 0 0 -1.324e-3 59 15 N3 0 0 0 0 0 -4.064e-3 60 15 N4 0.363 -0.001 0 0 0 -1.627e-3 61 16 N 1 0 0 0 0 0 3.685e-3 62 16 N2 -0.374 -0.002 0 0 0 1.025e-3 63 16 N3 0 0 0 0 0 4.031e-3 64 16 N4 -0.374 0 0 0 0 1.988e-3 65 17 N 1 0 0 0 0 0 -3.407e-3 66 17 N2 0.363 0 0 0 0 -1.333e-3 67 17 N3 0 0 0 0 0 -4.066e-3 68 17 N4 0.362 -0.001 0 0 0 -1.617e-3 69 18 N 1 0 0 0 0 0 3.694e-3 70 18 N2 -0.374 -0.002 0 0 0 1.016e-3 71 18 N3 0 0 0 0 0 4.031e-3 72 18 N4 -0.374 0 0 0 0 1.999e-3 73 19 N1 0 0 0 0 0 -3.444e-3 74 19 N2 0.364 0 0 0 0 -1.287e-3 75 19 N3 0 0 0 0 0 -4.057e-3 76 19 N4 0.364 -0.001 0 0 0 -1.669e-3 77 20 N 1 0 0 0 0 0 3.65e-3 78 20 N2 -0.372 -0.001 0 0 0 1.06le-3 79 20 N3 0 0 0 0 0 4.033e-3 80 20 N4 -0.372 0 0 0 0 1.943e-3 81 21 N 1 0 0 0 0 0 -3.467e-3 82 21 N2 0.365 0.001 0 0 0 -1.258e-3 83 21 N3 0 0 0 0 0 -4.05e-3 84 21 N4 0.364 -0.001 0 0 0 -1.702e-3 85 22 N 1 0 0 0 0 0 3.623e-3 86 22 N2 -0.371 -0.001 0 0 0 1.088e-3 87 22 N3 0 0 0 0 0 4.034e-3 88 22 N4 -0.371 0 0 0 0 1.908e-3 89 23 N 1 0 0 0 0 0 -2.366e-3 90 23 N2 0.253 0 0 0 0 -9.527e-4 91 23 N3 0 0 0 0 0 -2.847e-3 92 23 N4 0.253 -0.001 0 0 0 -1.107e-3 [ Linel.R3D ] PReJLUI: KAPPEN REMODEL 11 230119 SHEET: Company Wright Engineers 11RISA Designer : Amol Sudhakar Jadhav Job Number ANEMETSCHEK COMPANY Model Name Node Displacements (Continued) ARIGHT Trip gineers LC Node Label X jinj Y jinj Z jinj X Rotation jradj Y Rotation jradj Z Rotation jradj 931 24 N 1 0 0 0 0 0 2.601 e-3 94 24 N2 -0.262 -0.001 0 0 0 6.909e-4 95 24 N3 0 0 0 0 0 2.817e-3 96 24 N4 -0.262 0 0 0 0 1.422e-3 97 25 N 1 0 0 0 0 0 -3.709e-3 98 25 N2 0.401 0 0 0 0 -1.598e-3 99 25 N3 0 0 0 0 0 -4.555e-3 1001 25 N4 0.401 -0.002 0 0 0 -1.677e-3 101 26 N 1 0 0 0 0 0 4.121 e-3 102 26 N2 -0.417 -0.002 0 0 0 1.13e-3 103 26 N3 0 0 0 0 0 4.494e-3 104 26 N4 -0.417 0 0 0 0 2.232e-3 105 27 N1 0 0 0 0 0 -3.844e-3 106 27 N2 0.406 0.001 0 0 0 -1.426e-3 107 27 N3 0 0 0 0 0 -4.518e-3 108 27 N4 0.405 -0.001 0 0 0 -1.869e-3 109 28 N 1 0 0 0 0 0 3.958e-3 110 28 N2 -0.41 -0.001 0 0 0 1.293e-3 111 28 N3 0 0 0 0 0 4.498e-3 112 28 N4 -0.41 0 0 0 0 2.025e-3 113 29 N 1 0 0 0 0 0 -2.805e-3 114 29 N2 0.307 0 0 0 0 -1.283e-3 115 29 N3 0 0 0 0 0 -3.51e-3 116 29 N4 0.306 -0.001 0 0 0 -1.225e-3 117 30 N 1 0 0 0 0 0 3.218e-3 118 30 N2 -0.323 -0.002 0 0 0 8.157e-4 119 30 N3 0 0 0 0 0 3.451e-3 120 30 N4 -0.323 0 0 0 0 1.781 e-3 121 31 N 1 0 0 0 0 0 -2.943e-3 122 31 N2 0.311 0 0 0 0 -1.112e-3 123 31 N3 0 0 0 0 0 -3.477e-3 124 31 N4 0.311 -0.001 0 0 0 -1.42e-3 125 32 N 1 0 0 0 0 0 3.058e-3 126 32 N2 -0.316 -0.001 0 0 0 9.792e-4 127 32 N3 0 0 0 0 0 3.459e-3 128 32 N4 -0.316 0 0 0 0 1.576e-3 129 33 N 1 0 0 0 0 0 -7.355e-3 130 33 N2 0.78 0.001 0 0 0 -2.82e-3 131 33 N3 0 0 0 0 0 -8.726e-3 132 33 N4 0.78 -0.002 0 0 0 -3.524e-3 133 34 N 1 0 0 0 0 0 7.693e-3 134 34 N2 -0.792 -0.003 0 0 0 2.422e-3 135 34 N3 0 0 0 0 0 8.663e-3 136 34 N4 -0.792 0.001 0 0 0 3.987e-3 1371 35 N 1 0 0 0 0 0 -7.45e-3 138 35 N2 0.782 0.001 0 0 0 -2.682e-3 139 35 N3 0 0 0 0 0 -8.685e-3 140 35 N4 0.782 -0.002 0 0 0 -3.669e-3 141 36 N 1 0 0 0 0 0 7.555e-3 142 36 N2 -0.786 -0.002 0 0 0 2.546e-3 143 36 N3 0 0 0 0 0 8.654e-3 144 36 N4 -0.785 0.001 0 0 0 3.82e-3 145 37 N 1 0 0 0 0 0 8.435e-5 146 37 N2 -0.003 0 0 0 0 -9.483e-5 147 37 N3 0 0 0 0 0 -1.162e-5 PROJECT: KAPPEN REMODEL No: 230119 SHEET: Company Wright Engineers 11RISA Designer : Amol Sudhakar Jadhav Job Number ANEMETSCHEK COMPANY Model Name Node Displacements (Continued) ARIGHT Trip gineers LC Node Label X jinj Y jinj Z jinj X Rotation jradj Y Rotation jradj Z Rotation jradj 1481 37 1 N4 -0.003 0 0 0 0 1.133e-4 149 38 N1 0 0 0 0 0 0 150 38 N2 0 0 0 0 0 0 151 38 N3 0 0 0 0 0 0 152 38 N4 0 0 0 0 0 0 153 39 N 1 0 0 0 0 0 6.452e-5 154 39 N2 -0.003 0 0 0 0 -7.28e-5 155 39 N3 0 0 0 0 0 -9.067e-6 156 39 N4 -0.003 0 0 0 0 8.669e-5 157 40 N 1 0 0 0 0 0 8.066e-5 158 40 N2 -0.003 0 0 0 0 -9.1e-5 159 40 N3 0 0 0 0 0 -1.132e-5 160 40 N4 -0.003 0 0 0 0 1.084e-4 161 41 N1 0 0 0 0 0 0 162 41 N2 0 0 0 0 0 0 163 41 N3 0 0 0 0 0 0 164 41 N4 0 0 0 0 0 0 165 42 N 1 0 0 0 0 0 -3.536e-3 166 42 N2 0.367 0.001 0 0 0 -1.17e-3 167 42 N3 0 0 0 0 0 -4.031 e-3 168 42 N4 0.367 -0.001 0 0 0 -1.8e-3 169 43 N1 0 0 0 0 0 -1.348e-4 170 43 N2 0.014 0 0 0 0 -4.697e-5 171 43 N3 0 0 0 0 0 -1.558e-4 172 43 N4 0.014 0 0 0 0 -6.73e-5 173 44 N 1 0 0 0 0 0 -2.997e-3 174 44 N2 0.313 0.001 0 0 0 -1.044e-3 175 44 N3 0 0 0 0 0 -3.464e-3 176 44 N4 0.313 -0.001 0 0 0 -1.496e-3 177 45 N 1 0 0 0 0 0 -2.997e-3 178 45 N2 0.313 0.001 0 0 0 -1.044e-3 1791 45 N3 0 0 0 0 0 -3.464e-3 1801 45 N4 0.313 -0.001 0 0 0 -1.496e-3 Envelope Node Reactions No Data to Print... Envelope Node Displacements No Data to Print... Hot Rolled Steel Properties Label E ksi G [ksil Nu Therm. Coeff. [le'OF-11 Density k/ft3 Yield [ksil Ry Fu [ksil Rt 11 A992 29000 1 11154 0.3 0.65 1 0.49 1 50 1.1 65 1.2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area in 21 I[in'] Izz [in 41 J in° 1 HR1 W10X33 Beam Wide Flangel A992 Typical 9.71 36.6 171 0.583 D] PRGJLUI: KAPPEN REMODEL 2301113 SHEET: Company Wright Engineers 11RISA Designer : Amol Sudhakar Jadhav Job Number : ANEMETSCHEK COMPANY Model Name : ARIGHT Trip gineers Hot Rolled Steel Design Parameters Label ShaDe Lenath finl LcomD too finl Channel Conn. a finl Function 1 1001 W12X35 166 Lb N/A N/A Lateral 2 1 W8X48 HRA 133.506 Lb N/A N/A Lateral 3 2 W8X48 HRA 111.506 Lb N/A N/A Lateral Envelope RISC 14th (360-10): LRFD Steel Code Checks No Data to Print... Member Distributed Loads (BLC 1 : DEAD(DL)) Member Label DirectionStart Magnitude k/ft, F, ksf, ki -in/in End Ma nitude k/ft, F, ksf, ki -in/in Start Location in, % End Location in, 1 1001 Y -0.115 -0.115 0 1 %100 Member Distributed Loads (BLC 2: LIVE(LL)) Member Label Direction Start Magnitude k/ft, F, ksf, ki -in/in End Magnitude k/ft, F, ksf, ki -in/in Start Location in, % End Location in, 16 11 1001 1 Y 1 0 1 0 1 0 1 %100 Member Distributed Loads (BLC 3 : RF LIVE(LR)) Member Label Direction Start Magnitude k/ft, F, ksf, ki -in/in End Magnitude k/ft, F, ksf, ki -in/in Start Location in, % End Location in, 11 1001 1 Y -0.115 1 -0.115 1 0 1 %100 Member Distributed Loads (BLC 4 : SNOW(SL)) Member Label Direction Start Magnitude k/ft, F, ksf, ki -in/in End Magnitude k/ft, F, ksf, ki -in/in Start Location in, % End Location in, 11 1001 1 Y -0.144 1 -0.144 1 0 1 %100 Member Distributed Loads (BLC 5 : RAIN(RL)) Member Label DirectionStart Magnitude k/ft, F, ksf, ki -in/in End Magnitude k/ft, F, ksf, ki -in/in Start Location in, % End Location in, 11 1001 I Y 0 1 0 1 0 1 %100 Member Distributed Loads (BLC 6 : WIND(W)) Member Label Direction Start Magnitude fk/ft, F, ksf, kip-in/inlEnd Magnitude rk/ft, F, ksf, kip-in/inlStart Location rfin, %)lEnd Location ron, %)1 Member Distributed Loads (BLC 7 : NOTIONAL (NI)) Member LabelDirectionStart Ma nitude k/ft, F, ksf, ki -in/in End Magnitude k/ft, F, ksf, ki -in/in Start Location in, % End Location in, 16 11 1001 1 X 0.009 1 0.009 1 0 1 %100 Member Distributed Loads (BLC 8 : SEISMIC DRIFT) Member Label Direction Start Magnitude k/ft, F, ksf, ki -in/in End Magnitude k/ft, F, ksf, ki -in/in Start Location in, % End Location in, 11 1001 1 X T 0.207 1 0.207 1 0 1 %100 PROJECT: KAPPEN REMODEL No: 230119 SHEET: Company Wright Engineers 11RISA Designer : Amol Sudhakar Jadhav Job Number ANEMETSCHEK COMPANY Model Name ARIGHT Trip gineers Member Distributed Loads (BLC 9 : SEISMIC STRENGTH) Member Label Direction Start Magnitude k/ft, F, ksf, ki -in/in End Magnitude k/ft, F, ksf, ki -in/in Start Location in, % End Location in, 11 1001 1 X 0.207 1 0.207 1 0 1 %100 PROJECT: KAPPEN REMODEL 230119 SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Address: Phone I Fax: Design: Kappen Moment Frame - Node 8 Fastening point: RIGHT a�rmgineelrs Page: 1 Specifier: E-Mail: Date: 5/30/2023 Specifier's comments: 1 Input data Anchor type and diameter: HIT -RE 500 V3 + HAS-E-55 (ASTM F1554 Gr.55) 3/4 ORR Item number: 2198002 HAS-E-55 3/4"x14" (element) / 2123401 HIT -RE 500 V3 (adhesive) Effective embedment depth: hot,., = 10.000 In. (hef,limit = in.) Material: ASTM F1554 Grade 55 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2023 1 1/1/2025 Proof: Design Method ACI 318-14 / Chem Stand-off installation: without clamping (anchor); restraint level (anchor plate): 2.00; eb = 1.500 in.; t = 0.500 in. Hilti Grout: CB-G EG, epoxy, fc,Grout = 14,939 psi Anchor plate : Ix x ly x t = 13.250 in. x 8.125 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: W shape (AISC), W8X48; (L x W x T x FT) = 8.500 in. x 8.110 in. x 0.400 in. x 0.685 in. Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 22.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Application also possible with HVU2 + HAS-E-55 3/4 under the selected boundary conditions. More information in section Alternative fastening data of this report. R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] a 1�oas�g�io"ds Sustained loads z v x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Hlirl nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJECT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com RIGHT a�rmgineelrs Company: Address: Phone I Fax: Design: Fastening point: Kappen Moment Frame - Node 8 Page: 2 Specifier: E-Mail: Date: 5/30/2023 1.1 Unfactored loads Sustained Load factor load factor ft or f2 Vx [lb] Vy [lb] N [lb] Mx [in.lb] My [in.lb] M. [in.lb] D (Dead) - - 110 -1,510 - F (Fluid) - - - T (Temperature) - - L (Live) 0.500 - H (Lateral) - - - - Lr (Roof live) - 80 -760 - S (Snow) 0.200 100 -950 - R (Rain) - - - - W (Wind) -1,880 1,680 - E (Earthquake) -3,380 4,300 - 1.2 Load combination and design results 1.2.1 Load combination Load case Load combination Equation (16-1) 1.4 (D + F) Equation (16-2a) 1.2 (D + F) + 1.6 (L + H) + 0.5 (Lr) Equation (16-3a) 1.2 (D + F) + 1.6 (Lr) + 1.6 (H) + ft L Equation (16-3b) 1.2 (D + F) + 1.6 (S) + 1.6 (H) + ftL Equation (16-3d) 1.2 (D + F) + 1.6 (Lr) + 1.6 (H) + (0.5 W) Equation (16-3e) 1.2 (D + F) + 1.6 (S) + 1.6 (H) + (0.5 W) Equation (16-3f) 1.2 (D + F) + 1.6 (R) + 1.6 (H) + (0.5 W) Equation (16-4a) 1.2 (D + F) + 1.0 (W) + ffL + 1.6 (H) + 0.5 (Lr) Equation (16-4b) 1.2 (D + F) + 1.0 (W) + ffL + 1.6 (H) + 0.5 (S) Equation (16-4c) 1.2 (D + F) + 1.0 (W) + ftL + 1.6 (H) + 0.5 (R) Equation (16-5) 1.2 (D + F) + 1.0 (E) + ftL + 1.6 (H) + f2S Equation (16-6) 0.9 (D) + 1.0 (W) + 1.6 (H) Equation (16-7) 0.9 (D + F) + 1.0 (E) + 1.6 (H) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Hilti nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E-Mail: Design: Kappen Moment Frame - Node 8 Date: Fastening point: 1.2.2 Design results Case Description Forces [lb] / Moments [in.lb] RIGHT a�rmgineelrs 3 5/30/2023 Seismic Max. Util. Anchor [%] Equation (16-1) 1.4 (D + F) N =-2,114; Vx = 154; Vy = 0; yes 3 Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-2a) 1.2 (D + F) + 1.6 (L + H) + 0.5 (L) N =-2,192; Vx = 172; Vy = 0; yes 3 Mx=0;My=0;Mz=0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-3a) 1.2 (D + F) + 1.6 (Lr) + 1.6 (H) + fiL N =-3,028; Vx = 260; Vy = 0; yes 5 Mx=0;My=0;Mz=0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-3b) 1.2 (D + F) + 1.6 (S) + 1.6 (H) + ftL N =-3,332; Vx = 292; Vy = 0; yes 5 Mx=0;My=0;Mz=0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-3d) 1.2 (D + F) + 1.6 (L) + 1.6 (H) + N =-2,188; Vx = -680; Vy = 0; yes 12 (0.5 W) Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-3e) 1.2 (D + F) + 1.6 (S) + 1.6 (H) + N =-2,492; Vx = -648; Vy = 0; yes 11 (0.5 W) Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-3f) 1.2 (D + F) + 1.6 (R) + 1.6 (H) + N = -972; Vx = -808; Vy = 0; yes 14 (0.5 W) Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-4a) 1.2 (D + F) + 1.0 (W) + ftL + 1.6 (H) N = -512; Vx =-1,708; Vy = 0; yes 29 + 0.5 (L) Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-4b) 1.2 (D + F) + 1.0 (W) + ftL + 1.6 (H) N = -607; Vx =-1,698; Vy = 0; yes 29 + 0.5 (S) Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-4c) 1.2 (D + F) + 1.0 (W) + ftL + 1.6 (H) N = -132; Vx =-1,748; Vy = 0; yes 30 +0.5(R) Mx=0;My=0;M,=0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-5) 1.2 (D + F) + 1.0 (E) + ftL + 1.6 (H) N = 2,298; Vx =-3,228; Vy = 0; yes 74 +f2S Mx=0;My=0;Mz=0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-6) 0.9 (D) + 1.0 (W) + 1.6 (H) N = 321; Vx =-1,781; Vy = 0; yes 30 Mx=0;My=0;Mz=0; Nsus = 0; Mx,sus = 0; My'sus = 0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Hilti nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Address: Phone I Fax: Design: Kappen Moment Frame - Node 8 Fastening point: 2 Load case/Resulting anchor forces Controlling load case: Equation (16-7) 0.9 (D + F) + 1.0 (E) + 1.6 (H) Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,036 820 -820 0 2 2,036 820 -820 0 3 406 820 -820 0 4 406 820 -820 0 max. concrete compressive strain: 0.07 [%e] max. concrete compressive stress: 305 [psi] resulting tension force in (x/y)=(0.998/0.000): 4,884 [lb] resulting compression force in (x/y)=(6.103/0.000): 1,943 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate 3 Tension load Load Nua [lb] Steel Strength* 2,036 Bond Strength** 4,884 Sustained Tension Load Bond Strength* N/A Concrete Breakout Failure** 4,884 * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-3814 � Nsa >> Nua ACI 318-14 Table 17.3.1.1 Variables 11 Ase,N [in.2J futa [psi] 0.33 75,000 Calculations Nsa [lb] 25,090 Results Nsa [lb] steel Nsa [lb] Nua [lb] 25,090 0.750 18,817 2,036 RIGHT a�rmgineelrs Page: 4 Specifier: E-Mail: Date: 5/30/2023 Capacity t N [lb] Utilization ON = Nua/* N„ 18,817 11 14,265 35 N/A N/A 7,535 65 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Hurl nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan Status OK OK N/A OK PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E-Mail: Design: Kappen Moment Frame - Node 8 Date: Fastening point: 3.2 Bond Strength Nag = (ANaO) W ec1,Na Wec2,Na Wed,Na Wcp,Na Nba ACI 318-14 Eq. (17.4.5.1b) � Nag > Nua ACI 318-14 Table 17.3.1.1 ANa see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANaO = (2 CNa)2 ACI 318-14 Eq. (17.4.5.1c) T uncr CNa = 10 da 1100 ACI 318-14 Eq. (17.4.5.1 d) 1 Wec,Na = eN < 1.0 ACI 318-14 Eq. (17.4.5.3) + \1 CNa W ed,Na = 0.7 + 0.3 (Ca=mint < 1.0 J ACI 318-14 Eq. (17.4.5.4b) CNa W = MAX(C=min CNa < 1.0 ACI 318-14 Eq. (17.4.5.5b) cp,Na Cac Cac Nba = k a T k,c UN,seis 1< da - hef ACI 318-14 Eq. (17.4.5.2) Variables T k,c,uncr [PS'] da [In.] hef [in.] 1 Ca,min [in.] aoverhead Tkc [PS'] 2,130 0.750 10.000 7.625 1.000 1,250 ec1 N [in.] ec2,N [in.] Cac [in.] k a aN,seis 1.252 0.000 17.788 1.000 1.000 Calculations) 1 CNa [in.] AN. [in•] 2 AN.0 [in•2] W ed,Na 10.389 522.35 431.76 0.920 W ec1,Na Wec2,Na Wcp,Na Nba [lb] 0.892 1.000 1.000 29,452 Results Nag (lb] bond seismic �nonductile Nag [lb] Nua [lb] 29,262 0.650 0.750 1.000 14,265 4,884 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � 2nnn_2r9s Him nr; FI -QdQd Srha n Hilti is a registered Trademark of Hilti AG, Schaan RIGHT a�rmgineelrs 5 5/30/2023 'ROJECT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com RIGHT a�rmgineelrs Company: Address: Phone I Fax: Design: Kappen Moment Frame - Node 8 Fastening point: Page: 6 Specifier: E-Mail: Date: 5/30/2023 3.3 Concrete Breakout Failure Ncbg = (ANcO) w ec,N Wed,N Wc,N Wcp,N Nb ACI 318-14 Eq. (17.4.2.1b) � Ncbg > Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 hef ACI 318-14 Eq. (17.4.2.1c) 1 W ec,N = 2 eN < 1.0 ACI 318-14 Eq. (17.4.2.4) 1 +— \ 3 hef / Ca,min i < 1.0 W ed,N = 0.7 + 0.3 1.5hef ACI 318-14 Eq. (17.4.2.5b) \ / 1.5hefl W cp N = MAX(c=min < 1.0 J ACI 318-14 Eq. (17.4.2.7b) ` Cac �C�ac Nb = kc �`' a Vfc hef ACI 318-14 Eq. (17.4.2.2a) Variables hef [in.] ec1 N [in.] ec2.N [in.] Ca,min [in.] W c,N 6.750 1.252 0.000 7.625 1.000 Cac [In.] kc a a fc [psi] 17.788 17 1.000 2,500 Calculations ANc [in.2] ANco [in.2] W ecl,N Wec2,N wed,N wcp,N Nb [lb] 516.00 410.06 0.890 1.000 0.926 1.000 14,906 Results Ncbg [lb] concrete seismic �nonductile Ncbg [lb] Nua [lb] 15,457 0.650 0.750 1.000 7,535 4,884 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Hilti nr; FI -QdQd Srha n Hilti is a registered Trademark of Hilti AG, Schaan PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com RIGHT a�rmgineelrs Company: Address: Phone I Fax: Design: Kappen Moment Frame - Node 8 Fastening point: Page: Specifier: E-Mail: Date: 7 5/30/2023 4 Shear load Load Vua [lb] Capacity f Vn [lb] Utilization (iv = Vua/f Vn Status Steel Strength* 820 7,829 11 OK Steel failure (with lever arm)* 820 1,340 62 OK Pryout Strength (Concrete Breakout 3,281 24,315 14 OK Strength controls)** Concrete edge failure in direction x-** 3,281 6,719 49 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-3814 Vsteel Vua ACI 318-14 Table 17.3.1.1 Variables Ase,v [in.2] futa IPSl] aV,seis 0.33 75,000 1.000 Calculations Vsaeg [lb] 15,055 Results Vsaeq [1b] 0 steel �eb Vsae, [lb] Vua [lb] 15,055 0.650 0.800 7,829 820 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c t gnnn_�,rns Him nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com RIGHT a�rmgineelrs Company: Page: 8 Address: Specifier: Phone I Fax: E-Mail: Design: Kappen Moment Frame - Node 8 Date: 5/30/2023 Fastening point: 4.2 Steel failure (with lever arm) am•M VS = L s b bending equation for stand-off s 0 s M = M 1 - ua Nsa resultant flexural resistance of anchor M° _ (1.2) (S) (fu,min) characteristic flexural resistance of anchor (1 Nua Nsa/ reduction for tensile force acting simultaneously with a shear force on the anchor 3 S = 7T(d 32 elastic section modulus of anchor bolt at concrete surface Lb = z + (n)(do) internal lever arm adjusted for spalling of the surface concrete VS > Vua ACI 318-14 Table 17.3.1.1 Variables aM fu,min [PS'] Nua [lb] Nsa [lb] z [In.] n do [in.] 2.00 75,000 2,036 18,817 1.750 0.500 0.750 Calculations r( Nua l M° [in.lb] \1 � Nsa/ MS [in.lb] Lb [in.] 2,456 0.892 2,190 2.125 Results Vs [lb] 0 steel A 1 y VS [lb] Vua [lb] 2,061 0.650 1,340 820 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Him nr; FI -QdQd Srha n Hilti is a registered Trademark of Hilti AG, Schaan PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com RIGHT a�rmgineelrs Company: Page: 9 Address: Specifier: Phone I Fax: E-Mail: Design: Kappen Moment Frame - Node 8 Date: 5/30/2023 Fastening point: 4.3 Pryout Strength ((Concrete Breakout Strength controls) VcP9 = kcp L(ANc ) W ec,N Wed,N Wc,N Wcp,N Nb ] ANco ACI 318-14 Eq. (17.5.3.1b) Vcpg > Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 hef ACI 318-14 Eq. (17.4.2.1c) 1 1 W ec,N = 2 eN < 1.0 ACI 318-14 Eq. (17.4.2.4) 1 +— \ 3 hef I W ed,N = 0.7 + 0.3 (Ca,min ) < 1.0 1.5hef ACI 318-14 Eq. (17.4.2.5b) / 1.5hefl W cp N = MAX(c=min < 1.0 J ACI 318-14 Eq. (17.4.2.7b) ` Cac �C�ac Nb = kc �`' a Vfc hef 5 ACI 318-14 Eq. (17.4.2.2a) Variables kcp hef [in.] ec1,N [in.] eczN [in.] C [in.] a,min 2 6.750 0.000 0.000 7.625 W c,N Cac [In.] kc k a fc [psi] 1.000 17.788 17 1.000 2,500 Calculations AN, [in .2]ANco [in .2]W ecl,N Wec2,N Wed,N Wcp,N Nb [lb] 516.00 410.06 1.000 1.000 0.926 1.000 14,906 Results Vcpg [Ib] concrete seismic �nonductile Vcpg [lb] Vua [lb] 34,736 0.700 1.000 1.000 24,315 3,281 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Him nr; FI -QdQd Srha n Hilti is a registered Trademark of Hilti AG, Schaan PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com RIGHT a�rmgineelrs Company: Page: 10 Address: Specifier: Phone I Fax: E-Mail: Design: Kappen Moment Frame - Node 8 Date: 5/30/2023 Fastening point: 4.4 Concrete edge failure in direction x- = (Avc.) W ec,v Wed,V Wc,V Wh,v Wparallel,V Vb ACI 318-14 Eq. (17.5.2.1b) AV,cbg y Vcbg > Vua ACI 318-14 Table 17.3.1.1 Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) '4vo0 = 4.5 Cal ACI 318-14 Eq. (17.5.2.1c) 1 W ec,v = 2ev < 1.0 ACI 318-14 Eq. (17.5.2.5) 1 +— / 3ca1 W ed,v = 0.7 + 0.3(1 a2 ) < 1.0 ACI 318-14 Eq. (17.5.2.6b) 1.5ca1 W by = h > 1.0 a� ACI 318 14 Eq. (17.5.2.8) 1. Vb = 9 2' a lf� CalS ACI 318-14 Eq. (17.5.2.2b) Variables Cal [in.] cat [in.] ecv [in.] W c.y ha [in.] 7.625 10.125 0.000 1.000 22.000 le [in.] 2 a da [In.] fc [psi] W parallel,V 6.000 1.000 0.750 2,500 1.000 Calculations Ave [in.2] Avc. [in.2] W ec,y Wed,V Wh,v Vb [lb] 274.50 261.63 1.000 0.966 1.000 9,475 Results Vcbg [lb] concrete seismic �nonductile Vcbg [lb] Vua [lb] 9,599 0.700 1.000 1.000 6,719 3,281 5 Combined tension and shear loads % Rv Utilization PN,V [%] Status 0.648 0.612 5/3 93 OK 13Nv-13N+(3v<-1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Him nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com FIGHT &rmgineelrs Company: Page: 11 Address: Specifier: Phone I Fax: E-Mail: Design: Kappen Moment Frame - Node 8 Date: 5/30/2023 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Engineering calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by (oo. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineer— I c 1 ?nns-?rns H;is AQ Fi -gaga Rrha Hilti is a registered Trademark of Hilti AG, Schaan PROJECT: KAPPEN REMODEL No: 230119 SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 7 Installation data I Kappen Moment Frame - Node 8 Profile: W shape (AISC), W8X48; (L x W x T x FT) = 8.500 in. x 8.110 in. x 0.400 in. x 0.685 in. Hole diameter in the fixture: df = 0.812 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 3/4 Hilti HAS Carbon steel threaded rod with Hilti HIT -RE 500 V3 7.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor [in.] Anchor x y 1 0.375 -1.875 2 0.375 1.875 3 4.125 1.875 4 4.125 -1.875 RIGHT a�rmgineelrs Page: 12 Specifier: E-Mail: Date: 5/30/2023 Anchor type and diameter: HIT -RE 500 V3 + HAS-E-55 (ASTM F1554 Gr.55) 3/4 Item number: 2198002 HAS-E-55 3/4"x14" (element) / 2123401 HIT -RE 500 V3 (adhesive) Maximum installation torque: 1,200 in.lb Hole diameter in the base material: 0.875 in. Hole depth in the base material: 10.000 in. Minimum thickness of the base material: 11.750 in. • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush -2.375 c_x cox c_y cry 7.625 22.375 10.125 13.875 7.625 22.375 13.875 10.125 11.375 18.625 13.875 10.125 11.375 18.625 10.125 13.875 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_m9's Hilti nr; FI -QdQd Srha n Hilti is a registered Trademark of Hilti AG, Schaan • Dispenser including cassette and mixer • Torque wrench 3 'ROJECT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Address: Phone I Fax: Design: Kappen Moment Frame - Node 8 Fastening point: 8 Alternative fastening 8.1 Alternative fastening data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor platen Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) RIGHT a�rmgineelrs Page: 13 Specifier: E-Mail: Date: 5/30/2023 HVU2 + HAS-E-55 3/4 2197999 HAS-E-55 3/4"x10" (element) / 2234723 HVU2 3/4" x 6 5/8" (capsule) hef,act = 6.625 In., hnom = 6.625 In. ASTM F1554 Grade 55 ESR-4372 6/1/2022 1 6/1/2024 Design Method ACI 318-14 / Chem without clamping (anchor); restraint level (anchor plate): 2.00; eb = 1.500 in.; t = 0.500 in. Hilti Grout: CB-G EG, epoxy, fc,Grout = 14,939 psi Ix x ly x t = 13.250 in. x 8.125 in. x 0.500 in.; (Recommended plate thickness: not calculated) W shape (AISC), W8X48; (L x W x T x FT) = 8.500 in. x 8.110 in. x 0.400 in. x 0.685 in. cracked concrete, 2500, f� = 2,500 psi; h = 22.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry, Installation direction: vertical downward tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Max. Utilization with HVU2 + HAS-E-55 3/4: 94 % Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Hilti nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJECT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Address: Phone I Fax: Design: Kappen Moment Frame - Node 8 Fastening point: 8.2 Installation data Profile: W shape (AISC), W8X48; (L x W x T x FT) = 8.500 in. x 8.110 in. x 0.400 in. x 0.685 in. Hole diameter in the fixture: df = 0.812 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 3/4 Hilti HAS-U Carbon steel threaded rod with Hilti HVU2 8.2.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit RIGHT a�rmgineelrs Page: 14 Specifier: E-Mail: Date: 5/30/2023 Anchor type and diameter: HVU2 + HAS-E-55 3/4 Item number: 2197999 HAS-E-55 3/4"x10" (element) / 2234723 HVU2 3/4" x 6 5/8" (capsule) Maximum installation torque: 1,200 in.lb Hole diameter in the base material: 0.875 in. Hole depth in the base material: 6.625 in. Minimum thickness of the base material: 8.375 in. Cleaning Setting • Compressed air with required accessories HVA square drive shafts to blow from the bottom of the hole Torque wrench • Proper diameter wire brush Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_m9's Hilti nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJECT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Address: Phone I Fax: Design: Kappen Moment Frame - Node 8 Fastening point: 9 Remarks; Your Cooperation Duties RIGHT a�rmgineelrs Page: 15 Specifier: E-Mail: Date: 5/30/2023 • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Hilti nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJECT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Address: Phone I Fax: Design: Kappen Moment Frame - Node 1 Fastening point: RIGHT ia�rmgineelrs Page: 1 Specifier: E-Mail: Date: 5/30/2023 Specifier's comments: 1 Input data Anchor type and diameter: HIT -RE 500 V3 + HAS-V-36 (ASTM F1554 Gr.36) 3/4 ORR Item number: 2198030 HAS-V-36 3/4"x10" (element) / 2123401 HIT -RE 500 V3 (adhesive) Effective embedment depth: hef,act = 6.000 In. (hef,limit — In.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2023 1 1/1/2025 Proof: Design Method ACI 318-14 / Chem Stand-off installation: without clamping (anchor); restraint level (anchor plate): 2.00; eb = 1.500 in.; t = 0.500 in. Hilti Grout: CB-G EG, epoxy, fc,Grout = 14,939 psi Anchor plate : IX x ly x t = 9.500 in. x 8.125 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: W shape (AISC), W8X48; (L x W x T x FT) = 8.500 in. x 8.110 in. x 0.400 in. x 0.685 in. Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 10.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 1 0 : ♦Design loads Sustained loads �1 0 Z Y X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Him nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJECT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com RIGHT a�rmgineelrs Company: Address: Phone I Fax: Design: Fastening point: Kappen Moment Frame - Node 1 Page: 2 Specifier: E-Mail: Date: 5/30/2023 1.1 Unfactored loads Sustained Load factor load factor ft or f2 Vx [lb] Vy [lb] N [lb] Mx [in.lb] My [in.lb] M. [in.lb] D (Dead) - - 110 -1,630 - F (Fluid) - - - T (Temperature) - - L (Live) 0.500 - H (Lateral) - - - - Lr (Roof live) - 80 -790 - S (Snow) 0.200 100 -980 - R (Rain) - - - - W (Wind) -1,460 3,360 - E (Earthquake) -2,340 4,300 - 1.2 Load combination and design results 1.2.1 Load combination Load case Load combination Equation (16-1) 1.4 (D + F) Equation (16-2a) 1.2 (D + F) + 1.6 (L + H) + 0.5 (Lr) Equation (16-3a) 1.2 (D + F) + 1.6 (Lr) + 1.6 (H) + ft L Equation (16-3b) 1.2 (D + F) + 1.6 (S) + 1.6 (H) + ftL Equation (16-3d) 1.2 (D + F) + 1.6 (Lr) + 1.6 (H) + (0.5 W) Equation (16-3e) 1.2 (D + F) + 1.6 (S) + 1.6 (H) + (0.5 W) Equation (16-3f) 1.2 (D + F) + 1.6 (R) + 1.6 (H) + (0.5 W) Equation (16-4a) 1.2 (D + F) + 1.0 (W) + ffL + 1.6 (H) + 0.5 (Lr) Equation (16-4b) 1.2 (D + F) + 1.0 (W) + ffL + 1.6 (H) + 0.5 (S) Equation (16-4c) 1.2 (D + F) + 1.0 (W) + ftL + 1.6 (H) + 0.5 (R) Equation (16-5) 1.2 (D + F) + 1.0 (E) + ftL + 1.6 (H) + f2S Equation (16-6) 0.9 (D) + 1.0 (W) + 1.6 (H) Equation (16-7) 0.9 (D + F) + 1.0 (E) + 1.6 (H) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Hilti nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E-Mail: Design: Kappen Moment Frame - Node 1 Date: Fastening point: 1.2.2 Design results Case Description Forces [lb] / Moments [in.lb] RIGHT a�rmgineelrs 3 5/30/2023 Seismic Max. Util. Anchor [%] Equation (16-1) 1.4 (D + F) N =-2,282; Vx = 154; Vy = 0; yes 5 Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-2a) 1.2 (D + F) + 1.6 (L + H) + 0.5 (L) N =-2,351; Vx = 172; Vy = 0; yes 5 Mx=0;My=0;Mz=0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-3a) 1.2 (D + F) + 1.6 (Lr) + 1.6 (H) + fiL N =-3,220; Vx = 260; Vy = 0; yes 7 Mx=0;My=0;Mz=0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-3b) 1.2 (D + F) + 1.6 (S) + 1.6 (H) + ftL N =-3,524; Vx = 292; Vy = 0; yes 8 Mx=0;My=0;Mz=0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-3d) 1.2 (D + F) + 1.6 (L) + 1.6 (H) + N =-1,540; Vx = -470; Vy = 0; yes 13 (0.5 W) Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-3e) 1.2 (D + F) + 1.6 (S) + 1.6 (H) + N =-1,844; Vx = -438; Vy = 0; yes 12 (0.5 W) Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-3f) 1.2 (D + F) + 1.6 (R) + 1.6 (H) + N = -276; Vx = -598; Vy = 0; yes 16 (0.5 W) Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-4a) 1.2 (D + F) + 1.0 (W) + ftL + 1.6 (H) N = 1,009; Vx =-1,288; Vy = 0; yes 35 + 0.5 (L) Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-4b) 1.2 (D + F) + 1.0 (W) + ftL + 1.6 (H) N = 914; Vx =-1,278; Vy = 0; yes 35 + 0.5 (S) Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-4c) 1.2 (D + F) + 1.0 (W) + ftL + 1.6 (H) N = 1,404; Vx =-1,328; Vy = 0; yes 36 +0.5(R) Mx=0;My=0;M,=0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-5) 1.2 (D + F) + 1.0 (E) + ftL + 1.6 (H) N = 2,148; Vx =-2,188; Vy = 0; yes 71 +f2S Mx=0;My=0;Mz=0; Nsus = 0; Mx,sus = 0; My'sus = 0; Equation (16-6) 0.9 (D) + 1.0 (W) + 1.6 (H) N = 1,893; Vx =-1,361; Vy = 0; yes 43 Mx=0;My=0;Mz=0; Nsus = 0; Mx,sus = 0; My'sus = 0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Hilti nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Address: Phone I Fax: Design: Kappen Moment Frame - Node 1 Fastening point: 2 Load case/Resulting anchor forces Controlling load case: Equation (16-7) 0.9 (D + F) + 1.0 (E) + 1.6 (H) Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 708 560 -560 0 2 708 560 -560 0 3 708 560 -560 0 4 708 560 -560 0 max. concrete compressive strain: IN max. concrete compressive stress: [psi] resulting tension force in (x/y)=(0.000/0.000): 2,833 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate 3 Tension load Load Nua [lb] Steel Strength* 708 Bond Strength** 2,833 Sustained Tension Load Bond Strength* N/A Concrete Breakout Failure** 2,833 * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-3814 � Nsa >> Nua ACI 318-14 Table 17.3.1.1 Variables 11 Ase,N [in.2J futa [psi] 0.33 58,000 Calculations Nsa [lb] 19,400 Results Nsa [lb] 0 steel Nsa [lb] Nua [lb] 19,400 0.750 14,550 708 Page: Specifier: E-Mail: Date: RIGHT a�rmgineelrs Y 03 04 Tension 01 02 Capacity t N [lb] Utilization ON = Nua/* N„ 14,550 5 4,479 64 N/A N/A 5,833 49 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Hurl nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan 4 5/30/2023 Status OK OK N/A OK PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E-Mail: Design: Kappen Moment Frame - Node 1 Date: Fastening point: 3.2 Bond Strength Nag = (ANaO) W ecl,Na Wec2,Na Wed,Na Wcp,Na Nba ACI 318-14 Eq. (17.4.5.1b) � Nag > Nua ACI 318-14 Table 17.3.1.1 ANa see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANaO = (2 CNa)2 ACI 318-14 Eq. (17.4.5.1c) T uncr CNa = 10 da 1100 ACI 318-14 Eq. (17.4.5.1 d) 1 Wec,Na = eN < 1.0 ACI 318-14 Eq. (17.4.5.3) + \1 CNa W ed,Na = 0.7 + 0.3 (Ca=mint < 1.0 J ACI 318-14 Eq. (17.4.5.4b) CNa W = MAX(C=min CNa < 1.0 ACI 318-14 Eq. (17.4.5.5b) cp,Na Cac Cac Nba = k a T k,c UN,seis R da - hef ACI 318-14 Eq. (17.4.5.2) Variables T k,c,uncr [PS'] da [In.] hef [in.] 1 Ca,min [in.] aoverhead Tkc [PS'] 2,130 0.750 6.000 6.125 1.000 1,250 ec1 N [in.] ec2,N [in.] Cac [in.] k a aN,seis 0.000 0.000 11.942 1.000 1.000 Calculations) CNa [in.] 1 ANa [in•] 2 AN.0 [in•2] W ed,Na 10.389 256.00 431.76 0.877 W ecl,Na Wec2,Na Wcp,Na Nba [lb] 1.000 1.000 1.000 17,671 Results Nag (lb] bond seismic �nonductile Nag [lb] Nua [lb] 9,188 0.650 0.750 1.000 4,479 2,833 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � 2nnn_2r9s Him nr; FI -QdQd Srha n Hilti is a registered Trademark of Hilti AG, Schaan RIGHT a�rmgineelrs 5 5/30/2023 'ROJECT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com RIGHT a�rmgineelrs Company: Address: Phone I Fax: Design: Kappen Moment Frame - Node 1 Fastening point: Page: 6 Specifier: E-Mail: Date: 5/30/2023 3.3 Concrete Breakout Failure Ncbg = (ANcO) W ec,N Wed,N Wc,N Wcp,N Nb ACI 318-14 Eq. (17.4.2.1b) � Ncbg > Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 hef ACI 318-14 Eq. (17.4.2.1c) 1 W ec,N = 2 eN < 1.0 ACI 318-14 Eq. (17.4.2.4) 1 +— \ 3 hef / W ed,N = 0.7 + 0.3 (Ca,min ) < 1.0 1.5hef ACI 318-14 Eq. (17.4.2.5b) / 1.5hefl W cp N = MAX(c=min < 1.0 J ACI 318-14 Eq. (17.4.2.7b) ` Cac �C�ac Nb = kc �' a Vfc hef ACI 318-14 Eq. (17.4.2.2a) Variables hef [in.] ec1 N [in.] ec2.N [in.] Ca,min [in.] W c,N 4.083 0.000 0.000 6.125 1.000 Cac [In.] kc a a fc [psi] 11.942 17 1.000 2,500 Calculations ANc [in.2] ANco [in.2] W ecl,N Wec2,N Wed,N Wcp,N Nb [lb] 256.00 150.06 1.000 1.000 1.000 1.000 7,014 Results Ncbg [lb] concrete seismic �nonductile Ncbg [lb] Nua [lb] 11,965 0.650 0.750 1.000 5,833 2,833 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Hilti nr; FI -QdQd Srha n Hilti is a registered Trademark of Hilti AG, Schaan PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com RIGHT a�rmgineelrs Company: Address: Phone I Fax: Design: Kappen Moment Frame - Node 1 Fastening point: Page: Specifier: E-Mail: Date: 7 5/30/2023 4 Shear load Load Vua [lb] Capacity f Vn [lb] Utilization Ov = Vua/f Vn Status Steel Strength* 560 3,632 16 OK Steel failure (with lever arm)* 560 1,105 51 OK Pryout Strength (Bond Strength controls)** 2,241 12,863 18 OK Concrete edge failure in direction x-** 2,241 3,742 60 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-3814 Vsteel >_ Vua ACI 318-14 Table 17.3.1.1 Variables Ase,V [in .z ] futa [PS7 a'V,seis 0.33 58,000 0.600 Calculations Vsa,eg [lb] 6,984 Results Vsa,eg [lb] steel �eb Vsa,eg [lb] Vua [lb] 6,984 0.650 0.800 3,632 560 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Him AC; FI -QAQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com RIGHT a�rmgineelrs Company: Page: 8 Address: Specifier: Phone I Fax: E-Mail: Design: Kappen Moment Frame - Node 1 Date: 5/30/2023 Fastening point: 4.2 Steel failure (with lever arm) am•M VS = L s b bending equation for stand-off s 0 s M = M 1 - ua Nsa resultant flexural resistance of anchor M° _ (1.2) (S) (fu,min) characteristic flexural resistance of anchor (1 Nua Nsa/ reduction for tensile force acting simultaneously with a shear force on the anchor 3 S = 7T(d 32 elastic section modulus of anchor bolt at concrete surface Lb = z + (n)(do) internal lever arm adjusted for spalling of the surface concrete VS > Via ACI 318-14 Table 17.3.1.1 Variables aM fu,min [psi] Nua [lb] Nsa [lb] z [In.] n do [in.] 2.00 58,000 708 14,550 1.750 0.500 0.750 Calculations r( Nua l M° [in.lb] \1 � Nsa/ Ms [in.lb] Lb [in.] 1,899 0.951 1,807 2.125 Results Vs [lb] 0 steel Vs [lb] Vua [lb] 1,700 0.650 1,105 560 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Him nr; FI -QdQd Srha n Hilti is a registered Trademark of Hilti AG, Schaan PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 RIGHT a�rmgineelrs www.hilti.com Company: Page: 9 Address: Specifier: Phone I Fax: E-Mail: Design: Kappen Moment Frame - Node 1 Date: 5/30/2023 Fastening point: 4.3 Pryout Strength (Bond Strength controls) Vcpg =kcp[(ANaoANa ) w ecl,Na Wec2,Na Wed,Na Wcp,Na Nba ] ACI 318-14 Eq. (17.5.3.1b) V�Pg > Via ACI 318-14 Table 17.3.1.1 ANa see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANaO = (2 cNa)2 ACI 318-14 Eq. (17.4.5.1c) T uncr CNa = 10 da 1100 ACI 318-14 Eq. (17.4.5.1d) 1 Wec,Na = eN < 1.0 ACI 318-14 Eq. (17.4.5.3) + \1 CNa W ed,Na = 0.7 + 0.3 (Ca -min) < 1.0 ACI 318-14 Eq. (17.4.5.4b) CNa W = MAX(C=min CN) < 1.0 ACI 318-14 Eq. (17.4.5.5b) cp,Na Cac Cac Nba = ?, a ' T k,c ' UN,seis ' n ' da ' hef ACI 318-14 Eq. (17.4.5.2) Variables kcp aoverhead Tk,c,uncr [PSI] da [In.] hef [In.] Capin [In.] C kc [pSI] 2 1.000 2,130 0.750 6.000 6.125 1,250 ec1 N [in.] ec2,N [in.] cac [in.] ' a a'N,seis 0.000 0.000 11.942 1.000 1.000 Calculations) 1 CNa [In.] ANa [in.] 2 1 AN.0 [in.]2 Y ed,Na 10.389 256.00 431.76 0.877 W ecl,Na wec2,Na wcp,Na Nba [lb] 1.000 1.000 1.000 17,671 Results V,, [lb] concrete seismic �nonductile VcpQ [lb] VUa [lb] 18,375 0.700 1.000 1.000 12,863 2,241 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � 2nnn_2r9s Him nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan 'ROJECT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com RIGHT a�rmgineelrs Company: Page: 10 Address: Specifier: Phone I Fax: E-Mail: Design: Kappen Moment Frame - Node 1 Date: 5/30/2023 Fastening point: 4.4 Concrete edge failure in direction x- = (Avc.) W ec,v Wed,V Wc,V Wh,v Wparallel,V Vb ACI 318-14 Eq. (17.5.2.1b) AV,cbg y Vcbg > Vua ACI 318-14 Table 17.3.1.1 Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) '4vo0 = 4.5 Cal ACI 318-14 Eq. (17.5.2.1c) 1 W ec,v = 2ev < 1.0 ACI 318-14 Eq. (17.5.2.5) 1 +— / 3ca1 W ed,v = 0.7 + 0.3(1 a2 ) < 1.0 ACI 318-14 Eq. (17.5.2.6b) 1.5ca1 W by = h > 1.0 a� ACI 318 14 Eq. (17.5.2.8) 1. Vb = 9 2' a lf� CalS ACI 318-14 Eq. (17.5.2.2b) Variables Cal [in.] cat [in.] ecv [in.] W c.y ha [in.] 6.125 6.125 0.000 1.000 10.000 le [in.] 2' a da [In.] fc [psi] W parallel,V 6.000 1.000 0.750 2,500 1.000 Calculations Ave [in.2] Avc. [in.2] W ec,y Wed,V Wh,v Vb [lb] 147.00 168.82 1.000 0.900 1.000 6,821 Results Vcbg [lb] concrete seismic �nonductile Vcbg [lb] Vua [lb] 5,346 0.700 1.000 1.000 3,742 2,241 5 Combined tension and shear loads % Rv Utilization RNv [%] Status 0.633 0.599 5/3 90 OK 13Nv-13N+(3v<-1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Him nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJEcT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com RIGHT &rmgineelrs Company: Page: 11 Address: Specifier: Phone I Fax: E-Mail: Design: Kappen Moment Frame - Node 1 Date: 5/30/2023 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Engineering calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by (oo. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineer— I c 1 ?nns-?rns H;is AQ Fi -gaga Rrha Hilti is a registered Trademark of Hilti AG, Schaan PROJECT: KAPPEN REMODEL No: 230119 SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 7 Installation data I Kappen Moment Frame - Node 1 Profile: W shape (AISC), W8X48; (L x W x T x FT) = 8.500 in. x 8.110 in. x 0.400 in. x 0.685 in. Hole diameter in the fixture: df = 0.812 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 3/4 Hilti HAS Carbon steel threaded rod with Hilti HIT -RE 500 V3 7.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor [in.] RIGHT a�rmgineelrs Page: 12 Specifier: E-Mail: Date: 5/30/2023 Anchor type and diameter: HIT -RE 500 V3 + HAS-V-36 (ASTM F1554 Gr.36) 3/4 Item number: 2198030 HAS-V-36 3/4"x10" (element) / 2123401 HIT -RE 500 V3 (adhesive) Maximum installation torque: 1,200 in.lb Hole diameter in the base material: 0.875 in. Hole depth in the base material: 6.000 in. Minimum thickness of the base material: 7.750 in. • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush n 7Gn y n 7Gn • Dispenser including cassette and mixer • Torque wrench 00 3 N N 0 i 0 LO r` M 0 0 w 02 N 2.875 3.750 2.875 Anchor x y c_x c+x c_Y c,Y 1 -1.875 -1.875 6.125 9.875 6.125 9.875 2 1.875 -1.875 9.875 6.125 6.125 9.875 3 -1.875 1.875 6.125 9.875 9.875 6.125 4 1.875 1.875 9.875 6.125 9.875 6.125 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � Mns_909s Hilti A(; Fi _gaga sohaan Hilti is a registered Trademark of Hilti AG, Schaan 'ROJECT: KAPPEN REMODEL No: 2301le SHEET: Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Address: Phone I Fax: Design: Kappen Moment Frame - Node 1 Fastening point: 8 Remarks; Your Cooperation Duties RIGHT a�rmgineelrs Page: 13 Specifier: E-Mail: Date: 5/30/2023 • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c � gnnn_�,rns Hilti nr; FI -QdQd Schwan Hilti is a registered Trademark of Hilti AG, Schaan PROJECT: KAPPEN REMODEL No: 2301le SHEET: