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Calculation Package SS 2020-04-27ssg�CCO••��rC'�r�•�.p�1�� '�1 Structural Calculation Package For Design of Anchorage and Stability Review for Steelcase Privacy Walls Bank of America — Edmonds Branch 306 Main St, Edmonds, WA 98125 Job #: 20-801 Date: April 27, 2020 Vlz� obw s� 6, mmp- 48 r TURAL El� EXPIRES: 9/17/2020 Prepared for One Workplace 1350 Coronado Ave • Long Beach, California 90804 Phone: 310-530-3050 • Fax: 310-530-0184 • Web: www.critical-structures.com 0 CRITICAL Project STRUCTURES SubjectNo. BALANCING ENVIRONMENT AND DESIGN Table of Contents Bank of America - Edmonds 20-801 Table of Contents and Introduction Subject Sheet Cover Cover Table of Contents 1 Introduction (Scope) 1 Weights & Seismic Design Force 2 ATC Hazards Report 3 Privacy Wall Design Wall Framing Analysis 5 Wall Framing Connections 6 Wall Top Track Cornice 10 Wall Anchorage 11 Glazing Design 12 Post Design 13 Appendix: Concrete Anchor Analysis Section Properties Codes 2019 California Building Code (CBC 2019) Introduction Date 4/27/2020 Sheet No. 1 By JG The Scope for this structural calculation submittal is structural design of the sill anchorage and head brace connections of the Steelcase Privacy solid and glass wall panels. Description of system The Steelcase Privacy and Glass Selections walls consist of prefabricated solid and glazed wall panels, sliding door and metal tracks. The wall and tempered glazing span vertically to top, intermediate and bottom metal tracks, which span horizontally to vertical mullions. The bottom tracks nest over track pieces that are anchored to the floor. The top tracks have steel cornice tracks for out -of -plane loads. Criteria IBC 1607.14: Interior partitions shall have adequate strength to resist the loads, not less than 5 psf IBC 1613.1, ASCE 7 Chapter 13 Seismic Design Requirements for Nonstructural Components © Critical Structures, Inc Weights CRITICAL Project Bank of America - Edmonds Date 4/27/2020 STRUCTURES Project No. 20-801 Sheet No. 2 Subject Weights & Seismic Design Force By JG BALANCING ENVIRONMENT AND DESIGN Steel frame with Glass Wall Panels, 10mm or 6mm fully tempered glass Glass: 10 mm/25.4 * 13.2 psf/in 5.2 psf Frame: 1.8 psf 7.0 psf Seismic Desian Force 0.4aPSDSW P 1 + 2 z (ASCE 7 Eqn. 13.3 1) P RP h IP Address: 306 Main St., Edmonds, WA 98125 Use SDS = 1.029 (ATC Hazards) Ip = 1.00 (Risk Category II) (ASCE 7 13.1.3, Table 1-1) z/h = (1/1) = 0.5 ap = 1.0 (Interior Nonstructural Partitions, and anchorages (ASCE 7 Table 13.5-1) Rp = 2.5 considered as Other Rigid Components having Limited (ASCE 7 Table 13.5-1) SZD = 2.0 deformability elements and attachments) FP = 0.329 Wp <-- Governs (ASCE 7 Eqn 13.3-1) FP max = 1.6SDSIpWp = 1.646 Wp (ASCE 7 Eqn 13.3-2) FP min = 0.3SDSIpWp = 0.309 Wp (ASCE 7 Eqn 13.3-3) Load to Privacy Wall: Fp co„c = S2o*0.33*Wp = 2*0.33*7 psf = 4.6 psf <5 psf min use 5psf (Concrete Anchorage) FpASD = 0.7*0.33*Wp = 0.23*Wp = 0.23*7 psf = 1.61 psf < 5 psf min, use 5 psf © Critical Structures, Inc /13/2020 ATC azards by Location TCHa ards by Location 3 Search Information �I�s tot-Sequim Address: 306 Main St, Edmonds, WA 98020, USA tot Coordinates: 47.81106409999999,-122.3795628 Elevation: 54 ft C Timestam p: 2020-04-13T20:12:34.562Z Hazard Type: Seismic Reference ASCE7-16 itGo, (g' le Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.286 MCER ground motion (period=0.2s) S1 0.453 MCER ground motion (period=1.Os) SMS 1.544 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.029 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * S e S ction 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 CRS 0.91 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.547 MCEG peak ground acceleration FpG,q 1.2 Site amplification factor at PGA PGAM 0.656 Site modified peak ground acceleration Mi. Baker- nop marysville a National F .:a. .. �..e rett 54 ft o If 0 Redrnond Seattle ° 0 MapReport a map error https://hazards.atcouncil.org/#/seismic?lat=47.81106409999999&ing=-122.3795628&address=306 Main St%2C Edmonds%2C WA 98020%2C USA 1/2 /13/2020 ATC azards by Location TL 6 Long -period transition period (s) SsRT 1.286 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.413 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.131 Factored deterministic acceleration value (0.2s) S1 RT 0.453 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.506 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.862 Factored deterministic acceleration value (1.0s) PGAd 0.752 Factored deterministic acceleration value (PGA) * S e S ction 11.4.8 0 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=47.81106409999999&ing=-122.3795628&address=306 Main St%2C Edmonds%2C WA 98020%2C USA 2/2 CRITICAL Project Bank of America - Edmonds STRUCTURES Project No. 20-801 Subject Wall Framing �`-=-- BALANCING ENVIRONMENT AND DESIGN max Wall Framing Anal Typical Wall: H = 8.00 ft Top Tracks: w = 5psf*H/2 = 20 plf top track Date 4/27/2020 Sheet No. 5 By JG f �1� vertical y H / anchors / bottom track W 6' 6 max. max. Glass Top Track with Cornice: Fy = 30 ksi S = 0.256 in Lmax,giass = 10.1 ft V = wL/2 = 101 lbs M = wL2/8 = 3.031 k-in fl= 1.67 hallow = Fv = 18.0 ksi a = M/S = 11.8 ksi, OK - DCR = 0.66 I = 0.383 in 0 = 0.4 in 6 = L/240 = 0.50 in, OK - DCR = 0.82 Lmax,glass-allow = 10.726 ft :. Glass Top Track with Cornice adequate for walls up to 10.73ft long Solid Top Track with Cornice: Fy = 30 ksi S = 0.232 in Lmax,solid = 12.3 ft V = wL/2 = 123 lbs M = wL2/8 = 4.548 k-in fl= 1.67 hallow = Fy/SZ = 18.0 ksi cr = M/S = 19.6 ksi , NG-Need Stiffener I = 0.347 in 0 = 1.0 in 5 = L/ 120 = 1.23 in, OK - DCR = 0.83 Lmax,solid-allow = 11.787 ft :. SolidTop Track with Cornice adequate for walls up to 11.79ft long :. Solid Top Track requires stiffener Solid Top Track with Stiffened Cornice: Fy = 30 ksi S = 0.311 in Lmax,solid = 12.3 ft V = wL/2 = 123 lbs M = wL2/8 = 4.548 k-in fl= 1.67 hallow = Fy/fl = 18.0 ksi a = M/S = 14.6 ksi , OK - DCR = 0.81 I = 0.466 in4 A = 0.77 in 6 = L/ 120 = 1.23 in, OK - DCR = 0.62 Lmax,sohd-allow = 13.65 ft :. Use 2-1 /4"x 1 /8"steel bar (Fy=30ksi min) to stiffen cornicefor wall length up to 13.65ft long Vertical Sections: w = 5psf*W1rib Glass Vertical: Fy = 30 ksi S = 0.205 in Wglass,trib = 3.33 ft V = wH/2 = 67 lbs M = wH2/8 = 1.600 k-in fl= 1.67 hallow = Fy/fl = 18.0 ksi a = M/S = 7.8 ksi , OK - DCR = 0.43 A = 0.2584 in 6 = L/240 = 0.40 in A/6 = 0.65 < 1.00, OK Solid Vertical: Fy = 50 ksi S = 0.111 in Wsclidgib = 3.63 ft V = wH/2 = 73 lbs M = wH2/8 = 1.740 k-in fl= 1.67 hallow = Fy/fl = 29.9 ksi a = M/S = 15.7 ksi , OK - DCR = 0.52 0 = 0.5189 in 6 = L/ 120 = 0.80 in A/6 = 0.65 < 1.00, OK © Critical Structures, Inc CRITICAL Project STRUCTURES Project Subject No. BALANCING ENVIRONMENT AND DESIGN Wall Framing Connections Typical Wall: Bank of America - Edmonds 20-801 Wall Connections Amax top track vertical --_- Date 4/27/2020 Sheet No. 6 By JG H Anchorage Loads: Lmax,glass = 10.1 ft Lmax,sohd = 12.3 ft H= 8ft W = 3.6 ft Top Tracks: w = 5psf*H/2 = 20 plf Vglass = wL/2 = 101 lb Vsolid = wL/2 = 123 lb Vertical: w = 5psf*W = 18.13 plf V,n,,x = wL/2 = 112 lb Wall Framing Connections janchors bottorr max. max. Cornice Track to Top Track: V. = 123 lb Anchorage from Cold Form Steel to Cold Formed Steel D = 0.19 in de = 0.38 in Dws = 0.365 in Through Cold Formed Steel panel w/ wall thickness 0.063" into 0.03 " thick Cold Formed Steel Steel: tl = 0.0625 in Steel: t2 = 0.0296 in Ful = 33 ksi Fug = 33 ksi Pns = 4.2423D)1/2Fu2 = 308 lbs <-- Governs (AISI Eq. E4.3.1-1) Pns=2.7tlDFul = 1058 lbs (AISI Eq. E4.3.1-2) Pns=2.7t2DFu2 = 501 lbs (AISI Eq. E4.3.1-3) Q = 3 PnSA2 = 103 lbs V = 103lbs for (1) ITW Buildex #10-16 TEKS/3 Screws per ICC-ESR 1976 Use (2) ITW Buildex #10-16 TEKS/3 screws k 12" o.c. © Critical Structures, Inc CRITICAL Project Bank of America - Edmonds Date 4/27/2020 STRUCTURES Project No. 20-801 Sheet No. 7 Subject Wall Connections By JG BALANCING ENVIRONMENT AND DESIGN Solid Jamb Vertical to Medium Mini End: V,x = 112 lb Anchorage from Cold Form Steel to Cold Formed Steel D = 0.19 in de = 0.38 in Dws = 0.365 in Through Cold Formed Steel panel w/ wall thickness 0.059" into 0.04 " thick Cold Formed Steel Steel: ti = 0.0586 in Steel: t2 = 0.0363 in Ful = 33 ksi Fug = 33 ksi PnS = 4.2423D)1/2Fu2 = 418 lbs <-- Governs (AISI Eq. E4.3.I-1) PnS=2.7t1DFu1 = 992 lbs (AISI Eq. E4.3.1-2) Pns=2.7t2DFu2 = 615 lbs (AISI Eq. E4.3.1-3) n = 3 Pns/fl = 1391bs V = 139lbs for (1) ITW Buildex #10-16 TEKS/3 Screws per ICC-ESR 1976 Use (1) ITW Buildex #10-16 TEKS/3 screws n, 12" o.c. Medium Mini End to Wall Anchor Track: Tu = 112 lb Anchorage from Cold Form Steel to Cold Formed Steel D = 0.216 in de = 0.432 in Dws = 0.415 in Through Cold Formed Steel panel w/ wall thickness 0.079" into 0.1 " thick Cold Formed Steel Steel: ti = 0.0787 in Steel: t2 = 0.0956 in Ful = 33 ksi Fug = 33 ksi Pnot = 0.85teDFu2 = 477 lbs <-- Governs (AISI Eq. E4.4.1-1) Pnov — 1.5t1DwsFul = 1617 lbs (AISI Eq. E4.4.2-1) Q = 3 Pno/n = 159 lbs T = 159lbs for (1) ITW Buildex #10-16 TEKS/3 Screws per ICC-ESR 1976 Use (1) ITW Buildex #10-16 TEKS/3 screws (cry, 12" o.c. Cornice Brackets: V. = 123 lb Anchorage from Cold Form Steel to Cold Formed Steel D = 0.19 in de = 0.38 in Dws = 0.365 in Through Cold Formed Steel panel w/ wall thickness 0.063" into 0.06 " thick Cold Formed Steel Steel: ti = 0.0625 in Steel: t2 = 0.0625 in Ful = 33 ksi Fu2 = 33 ksi Pns = 4.2(t23D)112Fu2 = 944 lbs <-- Governs Pns=2.7t1DFu1 = 1058 lbs Pns=2.7t2DFu2 = 1058 lbs S2 = 3 PnsA2 = 315 lbs V = 315lbs for (1) ITW Buildex #10-16 TEKS/3 Screws per ICC-ESR 1976 Use (2) ITW Buildex #10-16 TEKS/3 screws per cornice -bracket connection (AISI Eq. E4.3.1-1) (AISI Eq. E4.3.1-2) (AISI Eq. E4.3.1-3) © Critical Structures, Inc CRITICAL Project Bank of America - Edmonds Date 4/27/2020 STRUCTURES Project No. Subject 20-801 Sheet No. 8 By JG Wall Connections BALANCING ENVIRONMENT AND DESIGN Wall Anchor Track to (E) Wall: Pmax = 31 plf @ 12" o.c. = 31 lbs Anchorage from Cold Form Steel to CFS D = 0.216 in de = 0.432 in Dws = 0.415 in Through Cold Formed Steel panel w/ wall thickness 0.079" into 0.03 " thick CFS Steel: t1 = 0.0787 in Steel: t2 = 0.0299 in Ful = 33 ksi Fug = 33 ksi Tension: Pnot = 0.85teDFu2 = 181 lbs <-- Governs (AISI Eq. E4.4.1-1) Pnov = 1.5t1D,SFu1 = 1617 lbs (AISI Eq. E4.4.2-1) Q = 3 Pno/n = 601bs > T, OK Shear: Pns = 4.2(t23D)1/2Fu2 = 333 lbs <-- Governs (AISI Eq. E4.3.I-1) Pns=2.7t1DFu1 = 1515 lbs (AISI Eq. E4.3.1-2) Pns=2.7t2DFu2 = 575 lbs (AISI Eq. E4.3.1-3) Q = 3 Pns/Q = 111 lbs > V, OK Use (1) ITW Buildex #10-16 TEKS/3 screws (? 12" o.c. Wall Anchor Track to Steel Post Vu = 123 lb Anchorage from Cold Form Steel to Structural Steel D = 0.19 in de = 0.38 in Dws = 0.365 in Through Cold Formed Steel panel w/ wall thickness 0.048" into 0.25 " thick Structural Steel Steel: t1 = 0.0478 in Steel: t2 = 0.25 in Ful = 33 ksi Fug = 36 ksi Pns = 4.2423D)1/2Fu2 = 8238 lbs Pns=2.7t1DFu1 = 8091bs <-- Governs Pns=2.7t2DFu2 = 4617 lbs Q = 3 Pns/fl = 270 lbs V = 270lbs for (1) ITW Buildex #10-16 TEKS/3 Screws per ICC-ESR 1976 Use (1) ITW Buildex #10-16 TEKS/3 screws @ 12" o.c. (AISI Eq. E4.3.1-1) (AISI Eq. E4.3.1-2) (AISI Eq. E4.3.1-3) © Critical Structures, Inc CRITICAL Project Bank of America - Edmonds Date 4/27/2020 STRUCTURES Project No. 20-801 Sheet No. 9 Subject Wall Connections By JG BALANCING ENVIRONMENT AND DESIGN Anchorage from Cold Form Steel in Wood Pmax = 31 plf @ 36" o.c. = 92 lbs Dowel Properties: Into 0. S" thick plywood min. D = 0.25 in 1. = 0.5 in Fem = 4.45 ksi Fyb = 45 ksi 1, = 0.0787 in Fes = 33 ksi A = 90 degrees CD = 1.6 Re = Fem / Fes = 0.13 Ke = 1+0.25(0/90) = 1.25 Rt = lm / 1, = 6.35 kl = 0.53 k2 = 1.10 k3 = 11.73 Yield Limit Equations: (NDS 2012 Table 11.3.IA) Im = DImFem/Rd 111 lbs IIIm = k2D1mFem/((1+2Re)Rd) = 120 lbs IS = DISFe,/Rd = 130 lbs III, = k3D1SFem/((2+Re)Rd) = 120 lbs II = k1DIsFe,/Rd 76 lbs IV = D2/Rd 11(2FemFyb/(3(1+Re)) = 169 lbs Shear: Z = min(Im, IS, II, IIIm, III„ IV) = 76 lbs Z' = ZCDCMCtCgCACegCdiCtn = 122 lbs 92/122 = 0.76 <1 OK Withdrawal.• W = 180OG3/2D3/1= 225 lbs W' = WCDCMCtCegCm = 360 lbs W'p = W'1m = 113 lbs 92/112.5 = 0.82 <1 OK Use (1) 1/4" Simpson SDS screws at 36" o.c. per ICC-ES ESR 2236 Anchorage from Cold Form Steel to face of CMU Try (1) 1/4" Dia. Hilti Kwik HUS-EZ anchor in fully grouted CMU w/ 1-5/8" min. embed. Per ICC-ES ESR 3056 Table 3, Ta11Dw = 424 lbs 92/424 = 0.22 < 1.0, OK Per ICC-ES ESR 3056 Table 3, Vallow = 532 lbs 92/532 = 0.17 < 1.0, OK USE (1) 1/4" Dia. Hilti Kwik HUS-EZ Anchor with 1-5/8" embed at 36" o.c. per ICC 3056 Anchorage from Cold Form Steel to Red Brick Try (1) 1/4" Dia. Hilti Kwik-Con II+ screw anchor in red brick w/ 1 " min. embed. Per Catalog Section 3.3.15.3 Table 4, Tallow = 205 lbs 92/205 = 0.45 < 1.0, OK Per Catalog Section 3.3.15.3 Table 4, VauOw = 415 lbs 92/415 = 0.22 < 1.0, OK USE (1) 1/4" Dia. Hilti Kwik-Con II+ Anchor with 1 " embed at 36" o.c. © Critical Structures, Inc CRITICAL Project Bank of America - Edmonds Date 4/27/2020 STRUCTURES Project No. Subject 20-801 Cornice Sheet No. By 10 JG BALANCING ENVIRONMENT AND DESIGN Wall Top Track Cornice Standard cornice track comes in 10'-0" lengths. If maximum wall length, Lmax, exceeds this length, a splice is required. L'max = 12.31 ft > 1 Oft, splice required Splice occurs @ x = 2.31 ft from end w = 20 plf M = wx/2(L-x) = 231 lb-ft V=M/d= 925lb d = 3.00 in Anchoraze from Cold Form Steel to Cold Formed Steel D = 0.196 in de = 1.5 in DWS = 0.4 in Through Cold Formed Steel panel w/ wall thickness 0.075" into 0.07 " thick Cold Formed Steel Steel: tt = 0.075 in Steel: t2 = 0.075 in Ful = 30 ksi Fug = 30 ksi Shear: VmD, = 925 lbs Try (4) #10-16 TEKS/3 screws, V = Vmax / 4 screws = 231 lbs Pus = 4.2(t23D)1/2Fu2 = 1139 lbs <-- Governs Pns=2.7t1DFul = 1186 lbs Pns=2.7t2DFu2 = 1186 lbs Q = 3 Pns/f2 = 380 lbs > V, OK V. / Vaii. = (231/380) = 0.61 < 1.0, OK Use (4) #10-16 TEKS/3 screws at each side of splice per ICC-ES ESR 1976 (AISI Eq. E4.3.1-1) (AISI Eq. E4.3.1-2) (AISI Eq. E4.3.1-3) © Critical Structures, Inc CRITICAL Project Bank of America - Edmonds Date 4/27/2020 STRUCTURES Project No. Subject 20-801 Sheet No. By 11 Anchorage JG BALANCING ENVIRONMENT AND DESIGN Anchorage of Bottom Track to Concrete Deck Partition height, H = 8.00 ft (Worst Case) Partition width, w = 3.63 ft (Worst Case) Seismic: (ASCE 7 Eqn 12. I4-6) 1.2D ± 1.0(Emh + Ems) = 1.2Wp + 1.0(0.2SDSWp + i2oFp) _ (1.2 + 0.2SDS)Wp + 92,Fp = (1 + 0.2*1.029)*7psf+ 5psf = 8.44psf 1 + 5psf 0 Vmax = 5psf * 8 ft/2 * 3.63ft = In -plane forces: 0.9D ± 1.0(Emh + Ev) _ 0.9Wp - 1.0(0.2SDSWp + QDFp) _ (0.9 - 0.2SDS)Wp + E20Fp = (0.9 - 0.2*1.029)*7psf+ 5psf = 6.3psf 1 + 5psf 0 73 lbs T = [6.3psf*8ft*3.63ft * (8ft/2) + 5psf*8ft*3.63ft * (2.63ft/2)] / 2.63ft Tmax = 2781bs 0.2Sp W ® f2oFP H 1.2 Try. 1/4" W Hilti HUS EZ fastener with 2-1/2" emdebment at T-0" o.c. max, qualified per ICC- ES ESR-3027 See Hilti Profis Output for design Special Inspection not required since interior nonbearing wall weighs less than 15 psf (IBC 1705.12.5 Exception 3) © Critical Structures, Inc CRITICAL Project Bank of America - Edmonds Date 4/27/2020 STRUCTURES BALANCING ENVIRONMENT AND DESIGN Project No. Subject 20-801 Sheet No. 12 By JG Glazing Glazing Design: (Assumed to be supported on 4 edges) Glazing design per ASTM E 1300 - referenced by IBC 2018 Clip. 35 Glazing Schedule: GL1: 1/4" Fully Tempred Glazing Glass Privacv Wall Glazing Type: GL1 Glass Type Fully Tempered Short Side = Long Side = Load Demand = Assuming Equivalent Load Share LS1 = 1 Per ASTM 1300, Table 1 GTF = 4 Per ASTM 1300, Figure A1.8 (upper chart) NFL1 = 3.25 * 20.9psf = For Short Duration Loading: LR1 = NFL1 * GTF1 * LS1 = Area = 26.7 ft2 Load x Area = 3.56 kip-ft2 Per ASTM 1300, Figure A1.6 (lower chart) Deflection is minimal < 0.05 in 40 in 96 in 5 psf AR = 2 67.93 psf 271.70 psf > 5 psf OK < L / 175 OK < 3/4" © Critical Structures, Inc Bank of America - Edmonds Date 4/27/2020 CRITICAL20-801 Sheet No. 13 post Design By JG Project STRUCTURES Project No. BALANCENG ENVIRONMENT AND DESIGN Subject Steel Post Design (N) post to support partition wall at window. All walls simply supported for out -of -plane loads. Worst Case: L = 11.7 ft w =FpH/2 cn = WQ _ V = coL /2 H= 8ft 20 plf 20.0 plf (Concrete Anchorage Only) V = 116.67 lb Va = 116.67 lb (Concrete Anchorage Only) Post Design: y Ak L P = V = 116.67 lb M = 3/4HV = 700.0 lb-ft = 8400 lb -in Try HSS3x3xl/8 steel post; Fy = 46 ksi S = 1.2 in^3 Stress: hallow = WFy = 41.4 ksi a = M / S = 7.1ksi OK, DCR =0.17 Deflection: Dallow = H/ 120 = 0.80 in 0= Pb2(3H-b)/(6EI) = 0.42 in OK, DCR = 0.53 b= 6ft .: USE HSS3x3x1 /8 Weld: Try 1/8 fillet weld all around (� = 0.75 FExx = 70 ksi tw = 1/8 in Lw = 3.0 in V = 116.67 lb (�R„ _ (�*0.6FExxA,, = 16.7 ksi OK, DCR = 0.01 T = M / d = 2800lb (�R„ _ ,�*0.6FExxAwe = 6.68 ksi OK, DCR = 0.42 :. USE 1 /8 fillet weld all around Anchor Design: VQ = 116.67 lb MQ = 3/4HV = 700.0 lb-ft = 8400 lb -in I = 1.78 inA4 P H b /// _v M "� Per Hilti Anchor Software :. USE (4) 3/8" to Hilti Kwik HUS EZfastener with 2-1 /2" embedment and 4-1 /4" min. anchor spacing, 7/8" min anchor edge distance to plate edge, 1-3/4" min edge distancefrom anchor to edge of slab, installation per ICC-ES ESR-3027. Special Inspection Required. •. USE 6"x6"x3/8"A36 Steel Base Plate w/ 4" min concrete thickness. © Critical Structures, Inc www.hilti.us Company: CSI Page: Specifier: JG Project: Address: 1350 Coronado Ave Sub -Project I Pos. No. Phone I Fax: 310-530-3050 1 Date: E-Mail: Specifier's comments: Wall Anchor 1 Input data Anchor type and diameter: Return period (service life in years): Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) KWIK HUS-EZ (KH-EZ) 1/4 (2 1/2) 50 hef,act = 1.920 in., hnom = 2.500 in. Carbon Steel ESR-3027 6/1/2019 1 12/1/2019 Design method ACI 318-14 / Mech. - (Recommended plate thickness: not calculated) LM.1 I WE 0 Profis Anchor 2.8.6 14 BofA - Edmonds 20-801 4/13/2020 cracked concrete, 2500, f,' = 2,500 psi; h = 4.125 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us LM.1 I ELM ;I Profis Anchor 2.8.6 Company: CSI Page: 15 Specifier: JG Project: BofA - Edmonds Address: 1350 Coronado Ave Sub -Project I Pos. No.: 20-801 Phone I Fax: 310-530-3050 Date: 4/13/2020 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 278 73 0 73 max. concrete compressive strain: [%0] max. concrete compressive stress: [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load N„a [lb] Capacity + N„ [lb] Utilization ON = Nua/+ N„ Status Steel Strength* 278 3,679 8 OK Pullout Strength* 278 568 49 OK Concrete Breakout Strength** 278 1,102 26 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-3027 � Nsa Nua ACI 318-14 Table 17.3.1.1 Variables 1 Ase,N [in•2] futa [Psi] 0.05 125,000 Calculations Nsa [lb] 5,660 Results Nsa [lb] steel nonductile Nsa [lb] 5,660 0.650 1.000 3,679 Nua [lb] 278 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: CSI Page: Specifier: JG Project: Address: 1350 Coronado Ave Sub -Project I Pos. No Phone I Fax: 310-530-3050 Date: E-Mail: 3.2 Pullout Strength Npn,f. = Npa500 21 a �5-0 refer to ICC-ES ESR-3027 Npnf. z Nua ACI 318-14 Table 17.3.1.1 Variables fc [psi] X a Np,2500 [lb] 2,500 1.000 1,166 Calculations f� 2500 1.000 Results Npn f [Ib] concrete seismic 1,166 0.650 0.750 3.3 Concrete Breakout Strength ANc Ncb = (ANcO� W ed,N W c,N W cp,N Nb � Ncb z Nua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 hz ef 1 Wec,N= 1+2eN <_1.0 3 hef yfed,N = 0.7 + 0.3 .5h l 1.0 1.5hef W cp,N = MAX(ca,min 1 Cac c 1.0 � �Cac � lac J Nb = kc X a VTc hef5 Variables hef [In.] ec1,N [in.] ec2,N [in.] 1.920 0.000 0.000 lac [In.] kc �, a nonductile Non.([lb] Nua [Ib] 1.000 568 278 ACI 318-14 Eq. (17.4.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) in [in.] W c.N 1.000 fc [psi] 2.780 17 1.000 2,500 LM.1 I ELM ;I Profis Anchor 2.8.6 16 BofA - Edmonds 20-801 4/13/2020 Calculations AN. [in.2] AN.0 [in•2] W ecl,N W ec2,N W ed,N W cp,N Nb [lb] 33.18 33.18 1.000 1.000 1.000 1.000 2,261 Results Ncb [lb] 0 concrete A 0 seismic W nonductile NO [lb] Nua [lb] 2,261 0.650 0.750 1.000 1,102 278 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us LM.1 I ELM ;I Profis Anchor 2.8.6 Company: CSI Page: 17 Specifier: JG Project: BofA - Edmonds Address: 1350 Coronado Ave Sub -Project I Pos. No.: 20-801 Phone I Fax: 310-530-3050 Date: 4/13/2020 E-Mail: 4 Shear load Load Vua [lb] Capacity +Vn [lb] Utilization Pv= Vua/+Vn Status Steel Strength* 73 837 9 OK Steel failure (with lever arm)" N/A N/A N/A N/A Pryout Strength— 73 1,583 5 OK Concrete edge failure in direction " N/A N/A N/A N/A anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength Vsa.eq = ESR value refer to ICC-ES ESR-3027 � Vsteei >_ Vua ACI 318-14 Table 17.3.1.1 Variables Ase,V [In.2 ] f„ta [psi] aV,seis 0.05 125,000 0.900 Calculations Vsa,eg [lb] 1,395 Results Vs.,., [Ib] 0 steel nonductile Vsa [lb] Vua [Ib] 1,395 0.600 1.000 837 73 4.2 Pryout Strength ANC ,AVcp = kcp AN 0� W ed,N W c,N W cp,N NbJ w Vcp > Vua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANI = 9 hef 1 Wec,N= 1+2eN 51.0 3 hef Wed,N =0.7+0.3(ca,minlcca,m1.0 1.5hef J n 1 W cp,N = MAX( cac,, cac cac 1.0 ac f Nb = kc �, a hef5 Variables kcp hef [In.] ec1,N [in.] 1 1.920 0.000 ACI 318-14 Eq. (17.5.3.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) ec2,N [in.] Ca,min [in.] 0.000 W c,N ca., [In.] kc k a fc [psi] 1.000 2.780 17 1.000 2,500 Calculations ANC [in.2] ANCO [in•2] W ecl,N W ec2,N W ed,N W cp,N Nb [lb] 33.18 33.18 1.000 1.000 1.000 1.000 2,261 Results Vcp [lb] 0 concrete 0 seismic nonductile Vcp [lb] Vua [Ib] 2,261 0.700 1.000 1.000 1,583 73 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us LM.1 I ELM ;I Profis Anchor 2.8.6 Company: CSI Page: 18 Specifier: JIG Project: BofA - Edmonds Address: 1350 Coronado Ave Sub -Project I Pos. No.: 20-801 Phone I Fax: 310-530-3050 Date: 4/13/2020 E-Mail: 5 Combined tension and shear loads RN ov Utilization RN,v I%] Status 0.489 0.087 5/3 33 OK RNV=P�+0�<=1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (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 Anchor calculates the minimum required anchor plate thickness with FEM 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 Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • 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 coo. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. • The characteristic bond resistances depend on the return period (service life in years): 50 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us LM.1 I ELM 0 Profis Anchor 2.8.6 Company: CSI Page: 19 Specifier: JIG Project: BofA - Edmonds Address: 1350 Coronado Ave Sub -Project I Pos. No.: 20-801 Phone I Fax: 310-530-3050 1 Date: 4/13/2020 E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 1/4 (2 1/2) Profile: - Installation torque: 216.002 in.lb Hole diameter in the fixture: - Hole diameter in the base material: 0.250 in. Plate thickness (input): - Hole depth in the base material: 2.875 in. Recommended plate thickness: - Minimum thickness of the base material: 4.125 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Properly sized drill bit Coordinates Anchor in. Anchor x y C.x c+x 1 0.000 0.000 - - 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us LM.1 I ELM 0 Profis Anchor 2.8.6 Company: Critical Structures, Inc. Page: 20 Specifier: JG Project: BofA - Edmonds Address: 1350 Coronado Ave Sub -Project I Pos. No.: 20-801 Phone I Fax: 310.530.3050 1310.530.0184 Date: 4/13/2020 E-Mail: jaimeg@critical-structures.com Specifier's comments: Steel Post Anchor 1 Input data Anchor type and diameter: Return period (service life in years): Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2)Oet W W _ 50 hef,act = 1.860 in., hnom = 2.500 in. Carbon Steel ESR-3027 6/1/2019 1 12/1/2019 Design method ACI 318-14 / Mech. eb = 0.000 in. (no stand-off); t = 0.415 in. Ix x ly x t = 6.000 in. x 6.000 in. x 0.415 in.; (Recommended plate thickness: not calculated Square HSS (AISC), HSS3X3X.125; (L x W x T) = 3.000 in. x 3.000 in. x 0.125 in. cracked concrete, 2500, f,' = 2,500 psi; h = 4.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, it lb] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Critical Structures, Inc. Page: Specifier: JG Project: Address: 1350 Coronado Ave Sub -Project I Pos. No. Phone I Fax: 310.530.3050 1310.530.0184 Date: E-Mail: jaimeg@critical-structures.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 890 29 29 0 2 0 29 29 0 3 890 29 29 0 4 0 29 29 0 max. concrete compressive strain: 0.11 max. concrete compressive stress: 486 [psi] resulting tension force in (x/y)=(-2.125/0.000): 1,780 [lb] resulting compression force in (x/y)=(2.593/0.000): 1,780 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate 3 Tension load Load Nua [lb] Steel Strength' 890 Pullout Strength' N/A Concrete Breakout Strength— 1,780 anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-3027 � Nsa >_ Nua ACI 318-14 Table 17.3.1.1 Variables 1 Ase,N [in. 2] 1 futa [Psi] 0.09 120,300 Calculations Nsa [lb] 10,335 Results Nsa [lb] steel nonductile Nsa [lb] 10,335 0.650 1.000 6,718 LM.1 I ELM ;I Profis Anchor 2.8.6 21 BofA - Edmonds 20-801 4/13/2020 v 03 04 o >x o Tension CompresE ion 01 02 Capacity � Nn [lb] Utilization ON = Nua/� Nn Status 6,718 14 OK N/A N/A N/A 1,852 97 OK Nua [lb] 890 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Critical Structures, Inc. Page: Specifier: JG Project: Address: 1350 Coronado Ave Sub -Project I Pos. No Phone I Fax: 310.530.3050 1310.530.0184 Date: E-Mail: jaimeg@critical-structures.com 3.2 Concrete Breakout Strength Ncbg — (ANcO) W ec,N W ed,N W c,N W cp,N Nb ACI 318-14 Eq. (17.4.2.1 b) 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 1+3hef ACI 318-14 Eq. (17.4.2.4) W ed,N = 0.7 + 0.3 r Ca,min / < 1.0 `1.5hef ACI 318-14 Eq. (17.4.2.5b) W cp N = MAX /ca,min 1.5hef1 c 1.0 ACI 318-14 Eq. (17.4.2.7b) Cac Cac f Nb = kc X a 4. hef5 ACI 318-14 Eq. (17.4.2.2a) Variables 1 hef [In.] ec1.N [in.] ec2.N [in.] Ca.min [in.] W c,N 1.860 0.000 0.000 6.000 1.000 LM.1 I ELM ;I Profis Anchor 2.8.6 22 BofA - Edmonds 20-801 4/13/2020 Cac [in.] kc k a fc [psi] 2.920 17 1.000 2,500 Calculations ANc [in. 2] ANco [in. 2] W ecl,N W ec2,N W ed,N W cp,N Nb [lb] 54.85 31.14 1.000 1.000 1.000 1.000 2,156 Results Ncbg [Ib] 0 concrete w seismic I W nonductile I W Ncbg [Ib] Nua [lb] 3,798 0.650 0.750 1.000 1,852 1,780 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Critical Structures, Inc. Page: Specifier: JG Project: Address: 1350 Coronado Ave Sub -Project I Pos. No.: Phone I Fax: 310.530.3050 1310.530.0184 Date: E-Mail: jaimeg@critical-structures.com LM.1 I ELM ;I Profis Anchor 2.8.6 23 BofA - Edmonds 20-801 4/13/2020 4 Shear load Load Vua [lb] Capacity + Vn [Ib] Utilization [iv = Vua/+ Vn Status Steel Strength* 29 1,866 2 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 117 3,720 4 OK Concrete edge failure in direction x+** 117 866 14 OK anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa.eq = ESR value refer to ICC-ES ESR-3027 � Vsteei >_ Vua ACI 318-14 Table 17.3.1.1 Variables Ase,V [In.2 ] f„ta [psi] aV,seis 0.09 120,300 0.600 Calculations Vsa,eg [lb] 3,110 Results Vsa,eq [lb] 0 steel nonductile Vsa [lb] Vua [Ib] 3,110 0.600 1.000 1,866 29 4.2 Pryout Strength ANC Vcp9 — kcp AN 0� W ec,N W ed,N W c,N W cp,N NbJ Vcp9 > Vua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANI = 9 hef 1 Wec,N 1+2e,N 51.0 3 hef yred,N =0.7+0.3(1.efC5h ):51.0 W cp,N = MAX( cacin 1 Cac 1.0 �Cac , lac f Nb = kc a, a VTc hef5 Variables kcp hef [In.] ec1,N [in.] 1 1.860 0.000 ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) '•c2,N [in.] c.,min [In.] 0.000 1.750 W c,N cac [In.] kc k a fc [psi] 1.000 2.920 17 1.000 2,500 Calculations AN. [in.2] ANcO [in•2] W ecl,N W ec2,N W ed,N W cp,N Nb [lb] 86.41 31.14 1.000 1.000 0.888 1.000 2,156 Results Vcpy [lb] 0 concrete 0 seismic nonductile V,y [Ib] Vua [Ib] 5,314 0.700 1.000 1.000 3,720 117 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Critical Structures, Inc. Page: Specifier: JG Project: Address: 1350 Coronado Ave Sub -Project I Pos. No Phone I Fax: 310.530.3050 1310.530.0184 Date: E-Mail: jaimeg@critical-structures.com 4.3 Concrete edge failure in direction x+ Vcbg = (A ) W ec,V W ed,V W c,V W h,V W parallel,V Vb Vcbg Vua Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 Cz at 1 W ec,v 1 + 2ev <_ 1.0 Scat W ed,V = 0.7 + 0.3(1 5Cat) g 1.0 1.5cat > 1.0 W h,V ha o.z Vb = �7 \a ) Vuy) % a VTc Caj a ACI 318-14 Eq. (17.5.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) LM.1 I ELM ;I Profis Anchor 2.8.6 24 BofA - Edmonds 20-801 4/13/2020 Variables Cal [in.] Cat [in.] ecy [in.] W c,v ha [in.] 1.750 - 0.000 1.000 4.000 le [In.] a da [In.] fc [psi] W parallel,V 1.860 1.000 0.375 2,500 1.000 Calculations Avc [in•z] Avco [in•z] W ec,V W ed,V W h,V Vb [lb] 24.94 13.78 1.000 1.000 1.000 683 Results Vcbg [lb] 0 concrete 0 seismic nonductile Vcbg [Ib] V. [Ib] 1,237 0.700 1.000 1.000 866 117 5 Combined tension and shear loads RN Rv C Utilization RN,V [%] Status 0.962 0.135 1.000 92 OK RNV = (rN + RV) / 1.2 — 1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us LM.1 I ELM ;I Profis Anchor 2.8.6 Company: Critical Structures, Inc. Page: 25 Specifier: JIG Project: BofA - Edmonds Address: 1350 Coronado Ave Sub -Project I Pos. No.: 20-801 Phone I Fax: 310.530.3050 1310.530.0184 Date: 4/13/2020 E-Mail: jaimeg@critical-structures.com 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (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 Anchor calculates the minimum required anchor plate thickness with FEM 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 Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • 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 coo. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. • The characteristic bond resistances depend on the return period (service life in years): 50 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us LM.1 I ELM ;I Profis Anchor 2.8.6 Company: Critical Structures, Inc. Page: 26 Specifier: JIG Project: BofA - Edmonds Address: 1350 Coronado Ave Sub -Project I Pos. No.: 20-801 Phone I Fax: 310.530.3050 1310.530.0184 Date: 4/13/2020 E-Mail: jaimeg@critical-structures.com 7 Installation data Anchor plate, steel: - Profile: Square HSS (AISC), HSS3X3X.125; (L x W x T) = 3.000 in. x 3.000 in. x 0.125 in. Hole diameter in the fixture: df = 0.500 in. Plate thickness (input): 0.415 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2) Installation torque: 480.001 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.750 in. Minimum thickness of the base material: 4.000 in. Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Properly sized drill bit y 1.250 3.000 3.000 3 O4 LO r- w 0 0 0 0 CO 0 LO v 0 0 0 ri 1 LO 0 0 0.875 Coordinates Anchor in. Anchor x y c-x 1 -2.125 -2.125 2 2.125 -2.125 3 -2.125 2.125 4 2.125 2.125 4.250 c+x c_y c, 6.000 1.750 6.000 1.750 0.875 __b1x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us LM.1 I ELM 0 Profis Anchor 2.8.6 Company: Critical Structures, Inc. Page: 27 Specifier: JIG Project: BofA - Edmonds Address: 1350 Coronado Ave Sub -Project I Pos. No.: 20-801 Phone I Fax: 310.530.3050 1310.530.0184 Date: 4/13/2020 E-Mail: jaimeg@critical-structures.com 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company : Critical Structures, Inc. Designer : JG Job Number: 20-801 Section Properties: Solid Top Track with Cornice Section Information: Material Type = Hot Rolled Steel Shape Type = Tube Number of Shapes = 2 Basic Properties: Total Width = 3.000 in Total Height = 2.718 in Centroid, Xo = -0.000 in Centroid, Yo = 0.092 in Shear Center, Xs = 0.000 in Shear Center, Ys = 0.000 in X-Bar (Right) = 1.500 in X-Bar (Left) = 1.500 in Y-Bar (Top) = 0.784 in Y-Bar (Bot) = 1.934 in Thickness = 0.025 in Equivalent Properties: Area, Ax = 0.463 inA2 Inertia, Ixx = 0.423 inA4 Inertia, lyy = 0.347 inA4 Section Diagram Inertia, Ixy = -0.000 inA4 Sx (Top) = 0.540 inA3 Sx (Bot) = 0.219 inA3 Sy (Left) = 0.232 inA3 Sy (Right) = 0.232 inA3 rx = 0.956 in ry = 0.866 in Plastic Zx = 0.325 inA3 Plastic Zy = 0.358 inA3 Torsional J = 0.000 inA4 Apr 27, 2020 15:13 PM Checked BV Company : Critical Structures, Inc. Designer : JG Job Number: 20-801 Section Properties: Bottom Track Section Information: Material Type = Hot Rolled Steel Shape Type = Channel Number of Shapes = 1 Basic Properties: Total Width = 0.971 in Total Height = 2.357 in Centroid, Xo = 19.458 in Centroid, Yo = 10.330 in Shear Center, Xs = -0.555 in Shear Center, Ys = 0.000 in - X-Bar (Right) = 0.545 in X-Bar (Left) = 0.426 in Y-Bar (Top) = 1.178 in Y-Bar (Bot) = 1.178 in Flange Thick = 0.036 in Web Thick = 0.036 in Equivalent Properties: Area, Ax = 0.202 inA2 Inertia, Ixx = 0.123 inA4 Inertia, lyy = 0.025 inA4 _ Inertia, Ixy = -0.000 inA4 Sx (Top) = 0.105 inA3 Sx (Bot) = 0.105 inA3 Section Diagram Sy (Left) = 0.058 inA3 Sy (Right) = 0.045 inA3 rx = 0.782 in ry = 0.350 in ro = 1.129 in Plastic Zx = 0.141 inA3 Plastic Zy = 0.063 inA3 Torsional J = 0.000 inA4 Cw = 0.013 inA6 eo = 0.322 in Apr 27, 2020 15:13 PM Checked By Company : Critical Structures, Inc. Designer : JG Job Number: 20-801 Section Properties: Glass Jamb Vertical Section Information: Material Type = Hot Rolled Steel Shape Type = Channel Number of Shapes = 1 Basic Properties: Total Width = 1.196 in Total Height = 2.362 in Centroid, Xo = 15.558 in Centroid, Yo = 12.474 in Shear Center, Xs = -0.736 in Shear Center, Ys = 0.000 in X-Bar (Right) = 0.690 in X-Bar (Left) = 0.506 in Y-Bar (Top) = 1.181 in Y-Bar (Bot) = 1.181 in Flange Thick = 0.047 in Web Thick = 0.047 in Equivalent Properties: Area, Ax = 0.345 inA2 Inertia, Ixx = 0.242 inA4 Inertia, lyy = 0.055 inA4 Inertia, Ixy = 0.000 inA4 Sx (Top) = 0.205 inA3 Sx (Bot) = 0.205 inA3 Section Diagram Sy (Left) = 0.109 inA3 Sy (Right) = 0.080 inA3 rx = 0.838 in ry = 0.399 in ro = 1.272 in Plastic Zx = 0.261 inA3 Plastic Zy = 0.121 inA3 Torsional J = 0.000 inA4 Cw = 0.029 inA6 eo = 0.418 in Apr 27, 2020 15:13 PM Checked By Company : Critical Structures, Inc. Designer : JIG Job Number: 20-801 Section Properties: Medium Mini End Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes Basic Properties: = 1 Total Width = 1.884 in Total Height = 2.388 in Centroid, Xo = 19.104 in Centroid, Yo = 12.261 in X-Bar (Right) = 1.165 in X-Bar (Left) = 0.719 in Y-Bar (Top) = 1.194 in Y-Bar (Bot) = 1.194 in Max Thick Equivalent Properties: Area, Ax Inertia, Ixx = 2.388 = 0.242 = 0.253 in inA2 inA4 Inertia, lyy = 0.101 inA4 Inertia, Ixy = 0.000 inA4 Sx (Top) = 0.212 inA3 Sx (Bot) = 0.212 inA3 Sy (Left) = 0.141 inA3 Section Diagram Sy (Right) = 0.087 inA3 rx = 1.023 in ry = 0.647 in Plastic Zx = 0.233 inA3 Plastic Zy = 0.138 inA3 Torsional J = 0.000 inA4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 Apr 27, 2020 15:13 PM Checked By Company : Critical Structures, Inc. Designer : JG Job Number: 20-801 Section Properties: Solid Jamb Vertical Section Information: Material Type = Hot Rolled Steel Shape Type = Tube Number of Shapes = 2 Basic Properties: Total Width = 0.613 in Total Height = 2.140 in Centroid, Xo = 19.085 in Centroid, Yo = -0.000 in Shear Center, Xs = 0.000 in Shear Center, Ys = 0.000 in X-Bar (Right) = 0.307 in X-Bar (Left) = 0.306 in Y-Bar (Top) = 1.070 in Y-Bar (Bot) = 1.070 in Thickness = 0.058 in Equivalent Properties: Area, Ax = 0.296 inA2 Inertia, Ixx = 0.118 inA4 Inertia, lyy = 0.015 inA4 Section Diagram Inertia, Ixy = 0.000 inA4 Sx (Top) = 0.111 inA3 Sx (Bot) = 0.111 inA3 Sy (Left) = 0.048 inA3 Sy (Right) = 0.048 inA3 rx = 0.633 in ry = 0.223 in Plastic Zx = 0.166 inA3 Plastic Zy = 0.058 inA3 Torsional J = 0.000 inA4 Apr 27, 2020 15:13 PM Checked By Company : Critical Structures, Inc. Designer : JG Job Number: 20-801 Section Properties: Wall Anchor Track Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes Basic Properties: = 1 Total Width = 1.797 in Total Height = 2.255 in Centroid, Xo = 30.102 in Centroid, Yo = 13.073 in X-Bar (Right) = 0.778 in X-Bar (Left) = 1.019 in Y-Bar (Top) = 1.126 in Y-Bar (Bot) = 1.129 in Max Thick Equivalent Properties: Area, Ax Inertia, Ixx = 2.255 = 0.287 = 0.264 in inA2 inA4 Inertia, lyy = 0.106 inA4 Inertia, Ixy = -0.001 inA4 _ Y Sx (Top) = 0.234 inA3 Sx (Bot) = 0.234 inA3 Sy (Left) = 0.104 inA3 Section Diagram Sy (Right) = 0.136 inA3 rx = 0.958 in ry = 0.606 in Plastic Zx = 0.263 inA3 Plastic Zy = 0.155 inA3 Torsional J = <No Calc.> As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 Apr 27, 2020 15:13 PM Checked By Company : Critical Structures, Inc. Designer : JG Job Number: 20-801 Section Properties: Glass Top Track with Cornice Section Information: Material Type = Hot Rolled Steel Shape Type = Tube Number of Shapes = 2 Basic Properties: Total Width = 3.000 in Total Height = 2.313 in Centroid, Xo = 0.000 in Centroid, Yo = 12.406 in Shear Center, Xs = 0.000 in Shear Center, Ys = 0.000 in -- .-.-.- -. X-Bar (Right) = 1.500 in X-Bar (Left) = 1.500 in Y-Bar (Top) = 0.799 in Y-Bar (Bot) = 1.514 in Thickness = 0.030 in LL Equivalent Properties: Area, Ax = 0.529 inA2 Inertia, Ixx = 0.381 inA4 Inertia, lyy = 0.383 inA4 Section Diagram Inertia, Ixy = 0.000 inA4 Sx (Top) = 0.477 inA3 Sx (Bot) = 0.252 inA3 Sy (Left) = 0.256 inA3 Sy (Right) = 0.256 inA3 rx = 0.849 in ry = 0.852 in Plastic Zx = 0.366 inA3 Plastic Zy = 0.398 inA3 Torsional J = 0.000 inA4 Apr 27, 2020 15:13 PM Checked By Company : Critical Structures, Inc. Designer : JG Job Number: 20-801 Section Properties: Solid Top Track with Cornice Stiffened Section Information: Material Type = Hot Rolled Steel Shape Type = Tube Number of Shapes = 3 Basic Properties: Total Width = 3.000 in Total Height = 2.843 in Centroid, Xo = -0.000 in �1 Centroid, Yo = -0.017 in 11 Shear Center, Xs = 0.000 in Shear Center, Ys = 0.000 in X-Bar (Right) = 1.500 in X-Bar (Left) = 1.500 in Y-Bar (Top) = 0.589 in Y-Bar (Bot) = 2.254 in Thickness = 0.025 in Equivalent Properties: Area, Ax = 0.744 inA2 Inertia, Ixx = 0.549 inA4 Inertia, lyy = 0.466 inA4 Section Diagram Inertia, Ixy = -0.000 inA4 Sx (Top) = 0.932 inA3 Sx (Bot) = 0.244 inA3 Sy (Left) = 0.311 inA3 Sy (Right) = 0.311 inA3 rx = 0.859 in ry = 0.791 in Plastic Zx = 0.377 inA3 Plastic Zy = 0.516 inA3 Torsional J = 0.002 inA4 Apr 27, 2020 15:13 PM Checked By