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REVIEWED BLD BLD2020-1324+Structural_Analysis_or_Calculations+12.3.2020_11.33.45_AMCcivil & structural ENGINEERING engineering &planning STRUCTURAL CALCULATIONS Graphite Art Studios HVAC Support 202 Main St Edmonds, WA 98020 yaEVYWA ;V _ 1111912020 250 41" Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 CG Project No.: 19144.10 Fax: (425) 778-5536 Project Description and Scope This project involves the addition of (8) new mechanical units on the rooftop of a new wood framed commercial building. In addition, (3) new kitchen hoods will hang below the roof framing. Since the proposed unit weights and locations are different from what was used for the building permit submittal, the roof beams and columns will have to be analyzed and possibly upsized. Structural calculations will be required for anchorage of the units to the roof framing. Gravity Summary Design Per 2015 IBC Pre -Engineered Wood Roof Trusses Wood, PSL, Glulam or Steel Beams and Columns Gravity Design Loads Wood Roof DL 23 PSF Roof ILL (Snow) 25 PSF RTU's 950 - 1500 LBS Kitchen Hoods 200 - 1100 LBS Seismic Parameters SDS = 0.847 Rp = 2.5 ap = 1.0 Ip = 1.0 Description By Date Project Summary LS 09/30/20 n Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Project Job No. Suite 200 Graphite Art Studios Edmonds, WA98020 19144.10 HVAC Revisions HVAC KEY PLAN: G C ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Gravity Design Loads Roof DL Roofing Material 2.0 psf 3/4" Sheathing 2.3 psf Insulation 9.0 psf 5/8" Gypsum 2.8 psf Trusses @ 24" OC 3.0 psf M/E 2.0 psf Misc 1.5 psf 22.6 psf USE 23.0 psf Upper Roof DL Roofing Material 2.0 psf 3/4" Sheathing 2.3 psf Insulation 6.0 psf 5/8" Gypsum 2.8 psf 2x10 @ 24" OC 1.9 psf M/E 2.0 psf Misc 1.5 psf 18.5 psf USE 23.0 psf Exterior Walls Siding 2.0 psf 1/2" Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Snow Load 25.0 psf ption Gravitv Design Loads GRAVITY LOADING (PER ORIGINAL CALCULATIONS) (includes sprinkler weight) (includes sprinkler weight) Scale ite 2 Studios Job No. NAL Date 06/18/19 Date Sheet No. 19144.10 3 WALL LINE LOADING (PER ORIGINAL CALCULATIONS) ROO F r2 A v-1 I PT-5 �C I I N 1 N I I v I d I (D � _ 1 I - I - 1 ------------- 13.'i 1- p _ i 17T SI I I I I I I I all s i ,L , iHDO, - ------ I ? 1�I� � I II t1 �1yy1 Hoy 'Tl cD0 � 5 NOT �KGLvOG 66gM '364F-WT,rye l..iu 4 GA-xD5 A / C- TI �XSTZs' 345 iPLF gg5P1.F + 345 PLF 4VULF 425 1� 551 -t 639 igo t23 /4FT. SbPLr NEW 015-0 ( �3) / IF-r 56PC -E — 4Z5 -t-3�-5 — I'll I cmvrc►= aM t CA) - _ S4 495 t 531 w = t-4$5 p LF y `�'3 o0 PL-F - - - O V- --� 3 5 X a-Z5 PSL (SPAN-- O K• 0,, = (415 +3�-S�� ) = 32O-0 LOS i�auoc„► - (��So L(�S 32-00 US OIL �i C3�2X 6 C1,,= t30-) ol- Description HVAC GRAVITY CALCS By LS Date 9/29/20 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South project GRAPHITE II ART STUDIOS Job No. 19144.10 Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com COMPANY PROJECT WoodWorkSo SOFTWARE FOR WOOD DESIGN Sep. 8, 2020 16:12 1 B2.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End wd Dead Full UDL 495.0 plf ws Snow Full UDL 538.0 plf Load3 Dead Partial UDL 0.17 4.67 136.0 136.0 plf Self -weight Dead Full UDL 13.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 15.086' la 14.75' Unfactored• Dead Snow Factored: 4350 4061 3920 4056 Total 8411 7976 Bearing: Capacity Beam 8411 7976 Support 9058 8590 Des ratio Beam 1.00 1.00 Support 0.93 0.93 Load comb #2 #2 Length 4.14 3.93 Min req'd 4.14 3.93 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.12 1.12 Fcp sup 625 625 B2 Glulam-Unbalan., West Species, 24F-V4 DF, 3-1/8"x18" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 15.09'; Clear span: 14.414'; Volume = 5.9 cu.ft.; 12 laminations, 3-1/8" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 167 Fv' = 305 psi fv/Fv' = 0.55 Bending(+) fb = 2072 Fb' = 2760 psi fb/Fb' = 0.75 Live Defl'n 0.21 = L/844 0.74 = L/240 in 0.28 Total Defl'n 0.42 = L/422 0.98 = L/180 in 0.43 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B2.wwb WoodWorks® Sizer 2019 (Update 1) Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Bearing Support 1 - LC #2 = D+S Support 2 - LC #2 = D+S D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 8233, V design = 6270 lbs; M(+) = 29137 lbs-ft EI = 2733.71e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Page 2 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). E &V-%D D — 05ooL$yN 1T l,V 4 �� P OF = ��3 3 P� c- �Soo�BS _ �qa5 P�F + > + 5-n PcF W INeVJ 9,SPr - 2 W nc,v� 112 1 _ I,Je� — 103 3 y PER WocowQiu-S , (37 -> 5.125 x t8 C-19 OK Q w - b0.IK Fallow = 12.6K Gq�2x6 sTup C. 713') oK Description HVAC GRAVITY CALLS By LS Date 9/29/20 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project GRAPHITE II ART STUDIOS Job No. Edmonds, WA 98020 19144.10 425.778.8500 www.cgengmeering.com COMPANY PROJECT WoodWorkSo SOFTWARE FOR WOOD DESIGN Sep. 8, 2020 16:22 1 B3 (with 1500 lb unit).wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End wd Dead Full UDL 495.0 plf ws Snow Full UDL 538.0 plf Load3 Dead Partial UDL 0.13 8.63 88.0 88.0 plf Self -weight Dead Full UDL 21.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 18.078' Ia 17.83' Unfactored• Dead Snow Factored: 5235 4864 4841 4862 Total 10099 9702 Bearing: Capacity Beam 10099 9702 Support 10421 10012 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 3.03 2.91 Min req'd 3.03 2.91 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 B3 Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/8"x18" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 18.08'; Clear span: 17.582'; Volume = 11.6 cu.ft.; 12 laminations, 5-1/8" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 132 Fv' = 305 psi fv/Fv' = 0.43 Bending(+) fb = 1886 Fb' = 2694 psi fb/Fb' = 0.70 Live Defl'n 0.27 = L/784 0.89 = L/240 in 0.31 Total Defl'n 0.56 = L/385 1.19 = L/180 in 0.47 EE ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 133 (with 1500 lb unit).wwb WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.976 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Bearing Support 1 - LC #2 = D+S Support 2 - LC #2 = D+S D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 9968, V design = 8118 lbs; M(+) = 43498 lbs-ft EI = 4483.28e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 12 y 322 + 3S0 I G_ 131+53 . 1 515 + 450 r- 5)5 + 950 7.67K 2' 6' (OPT 2°I.S�T PFQ EaQCAI.C, W 164 g0 O1- 4ct,� = 13.74K JZftsl� = 13.11 K tA) w►r+ = t3 00 / ( 2- -po ) = $1 PLF WAUJ = %I + 322+ 3050 = �K3 fLV= WomQW = 1lZ?%5 0L-V > *53 PL-t- ©K 53 41%B 6.OK 4.61( O. t9 1 •o L 1 358 4.9% Lncrea zc z- 57. .. - oY-. Screenwall weight = (2*7.75ft + 13ft)*4FT*6PSF = 684 LBS wD = 684LBS / 13FT = 53 PLF Description HVAC GRAVITY CALLS By LS Date 9/29/20 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite200 Project GRAPHITE II ART STUDIOS Job No. Edmonds, WA 98020 19144.10 425.778.8500 www.cgengineering.com 13 Steel Beam DESCRIPTION: B10 (with 1/2 13001b unit) CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending D(O.134) a a a b a D(0.515 0.253) S(O.45 O 188) D(0.515) S(0.45) a o W 16x40 Software copvright ENERCALC, INC. 1983-2020, Build:12.20.8.2, Span = 29.50 ft Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.5150, S = 0.450 k/ft, Extent = 0.0 -->> 10.0 ft, Tributary Width =1.0 ft Varying Uniform Load : D= 0.5150->0.2530, S= 0.450->0.1880 k/ft, Extent =10.0 -->> 29.50 ft, Trib Width = 1.0 ft Uniform Load : D = 0.1340 k/ft, Extent = 8.0 -->> 16.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.526 : 1 Maximum Shear Stress Ratio = 0.141 : 1 Section used for this span W16x40 Section used for this span W16x40 Ma: Applied 95.784 k-ft Va : Applied 13.744 k Mn / Omega: Allowable 182.136 k-ft Vn/Omega : Allowable 97.60 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 13.654ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.427 in Ratio = 829>=250. Max Upward Transient Deflection 0.000 in Ratio = 0 <250.0 Max Downward Total Deflection 0.989 in Ratio = 358 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.9888 14.497 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.744 10.687 Overall MINimum 4.602 3.624 +D+H 7.669 6.041 +D+L+H 7.669 6.041 +D+Lr+H 7.669 6.041 +D+S+H 13.744 10.687 +D+0.750Lr+0.750L+H 7.669 6.041 +D+0.750L+0.750S+H 12.225 9.525 +D+0.60W+H 7.669 6.041 +D+0.70E+H 7.669 6.041 +D+0.750Lr+0.750L+0.450W+H 7.669 6.041 D Only 7.669 6.041 S Only 6.075 4.646 14 15 VaWE0 rwo)D - cohx'ep"Y�-vED LQp�D\MG— 0601 M 0 'S15 woks r CA5 F- 36� 1* 1 '$ 6-4 w 204 5640 + U1 14 M I 3-40f (D) + Sz,5 3,6:4 o Ovoow S 137- PLY 16/ il) 4 PER ENERCALC, P-M = 0.50 < 1.0 ... OK 14CM0111 Description tL k TW 11—�- 11e �vw D By L5 Date W23M) L-CAD fl-Ibks Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project lob No. Edmonds, WA 98020 &WRITE AR-T 425.778.8500 www.cgengineering.com AAA. 1vJ 16 Wood Column File: graphitell.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 KW-06005155 CG ENGINEERINT DESCRIPTION: 2x6 @ 16" - Grid I - Kitchen Hood Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 13 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade Stud Area 8.250 in12 Cf or Cv for Compression 1.0 Fb + 675 psi Fv 150 psi Ix 20.797 in^4 Cf or Cv for Tension 1.0 Fb - 675 psi Ft 400 psi ly 1.547 in^4 Cm :Wet Use Factor 1.0 Fc - Prll 800 psi Density 26.84 pcf Ct : Temperature Factor 1.0 Fc - Perp 405 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1 ,0 NDS 15.3.2 Basic 1200 1200 1200 ksi Use Cr : Repetitive ? No Minimum 440 440 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 13 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 19.990 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 13.0 ft, D = 1.120, S = 0.470 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4984 :1 Load Combination +D+S Governing NDS Forumla Comp Only, fc/Fc' Location of max.above base 0.0 ft At maximum location values are ... Applied Axial 1.610 k Applied Mx 0.0 k-ft Applied My 0.0 k-ft Fc : Allowable 391.550 psi PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination +0.60D Location of max.above base 13.0 ft Applied Design Shear 0.0 psi Allowable Shear 240.0 psi Maximum Reactions Maximum SERVICE Lateral Load Reactions. . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 1.140 +D+S 1.610 +D+0.750S 1.492 +0.60D 0.684 S Only 0.470 17 Seismic Load Calculation for Components and System (Reference: IBC 2015 Section 1613 & ASCE 7-10 Section 13.3) 0.2s Spectral Response Acceleration, Site Class B, S, = 1.270 (ASCE 7, Figure 22-1 thru 22-6) 1.0s Spectral Response Acceleration, Site Class B, S, = 0.498 (ASCE 7, Figure 22-1 thru 22-6) Site Class = C (ASCE 7, Section 11.4.2) Seismic Design Category = D (ASCE 7, Tables 11.6-1 & 11.6-2) Site Coefficient per S, & Site Class, Fa = 1.00 (ASCE 7, Table 11.4-1) Site Coefficient per S, & Site Class, F = 1.50 (ASCE 7, Table 11.4-2) SMs = F.S, = 1.270 (ASCE 7, Section 11.4.3) SM, = F Sl = 0.748 (ASCE 7, Section 11.4.3) SDs = 2/3 SMs = 0.847 (ASCE 7, Section 11.4.4) Sol = 2/3 Sm, = 0.499 (ASCE 7, Section 11.4.4) (Per ASCE 7-10, 13.3) Component Amplification Factor, ap = 2.5 (ASCE 7, Table 13.6-1) Component Response Modification Factor, Rp = 6 (ASCE 7, Table 13.6-1) Component Importance Factor, Ip = 1.0 (ASCE 7, Table 1.5-2) Component Operating Weight, Wp = WP (Ib) Height in structure at lowest point of attachment of component, z, = 20 (ft) Height in structure at highest point of attachment of component, zz = 20 (ft) Average Roof Height of Structure, h = 20 (ft) C ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 S Seismic design force, FP = 0.4a p °SW P (1+2z/h) RP/IP (Eq. 13.3-1) Max. seismic design force, Fp,., = 1.6SDSIpWP (Eq. 13.3-2) Min. seismic design force, Fp,;,, = 0.3SDSIpWP (Eq. 13.3-3) Seismic design force at lowest point, Fpj = 0.423 Wp Fp (Avc(= 0.423 Seismic design force at highest point, FPz = 0.423 Wp Min. seismic design force, Fpm;p = 0.254 Wp Max. seismic design force, Fp_ = 1.355 Wp Seismic design force, F.(ASD) = 0.302 Wp Seismic Loads For Components & Systems Graphite II Art Studio LS 1 10/2/2020 N.T.S. No. 19144.10 ,In 18 Wind Load Calculation for Other Structures (Reference: 2015 IBC Section 1609 & ASCE 7-10 Chapter 29) Wind Velocity Pressure: Average Roof Height of Building, h (ft) = 20 (Per Architectural Drawings) Height of Other Structure, z (ft) = 20 (Per Architectural Drawings) Basic Wind Speed, Vas (mph) = 110 (ASCE Figure 26.5-1) Exposure Category = C (ASCE Section 26.7.3) Risk Category = II (1 BC Table 1.5-1) Velocity Pressure Coefficient, Kh = 0.90 (ASCE Section 29.3.1 & Table 29.3-1) Topographic Factor, Kt = 1.00 (ASCE Section 26.8.2 & Figure 26.8-1) Wind Directionality Factor, Kd = 0.85 (ASCE Section 26.6 & Table 26.6-1) Velocity Pressure, qh (psf) = 0.00256KhKztKdVA2 (ASCE Eq. 29.3-1) qh = 23.70 psf Design Wind Load on Other Structures Horiz Gust Effect/Force Coefficient, (GCr) = 1.9 (ASCE Section 29.5.1) Vert Gust Effect/Force Coefficient, (GCr) = 1.5 (ASCE Section 29.5.1) Projected Area Normal to the Wind, Afor Ar (ft) = Af or Ar (Projected Wind Area) Design Lateral Wind Load, F (lbs) = gh(GCr)Af & (ASCE Eq. 29.5-2 & 29.5-3) ah(GCr)Ar C O ENGINEERING Suite 200 Edmonds, WA 98020 Horiz Force, Fh = 45.0 psf xAf LRFD Vert Force, Fv = 35.5 psf xAr Horiz Force, Fh = 27.0 psf xAf ASD Vert Force, Fv = 21.3 psf xAr K. or K,, (ASCE Table 29.3-1) Height z (ft) Exposure B Exposure C Exposure D 0 0.57 0.85 1.03 15 0.57 0.85 1.03 20 0.62 0.90 1.08 25 0.66 0.94 1.12 30 0.70 0.98 1.16 40 0.76 1.04 1.22 50 0.81 1.09 1.27 60 0.85 1.13 1.31 70 0.89 1.17 1.34 80 0.93 1.21 1.38 90 0.96 1.24 1.40 100 0.99 1.26 1.43 120 1.04 1.31 1.48 140 1.09 1.36 1.52 160 1.13 1.39 1.55 180 1.17 1.43 1.58 200 1.20 1.46 1.61 Wind Loads For Components and Systems Graphite II Art Studio LS 10/2/2020 :ked Date e Sheet No. N.T.S. No. 19144.10 19 Input Values B = 60.12 in (Least out -out dimension of equipment footprint) L= 101.25 in (Equipment Length) d = 58.12 in (Distance between anchors/Smallest moment arm) H = 46.88 in (Equipment height) H' = 132.76 in (Equipment moment arm) Wt= 1500lbs (Equipment weight) Sd, = 0.847 ApDlied Forces (LRFD: see previous EQ & Wind calcs FEh = Seismic Coefficient * Wt = 635 Ibs FE„ = ± 0.2Sd,Wt = 254 Ibs FWh = Horiz Pressure * [(B or L)*H] = 1484 Ibs Fw, = Vert Pressure * (B*L) = 1503 Ibs Overturning Moment MOTE = FEhH'/2 = 42,151 in-Ibs MOTW = FWhH'/2 = 98,514 in-Ibs Resisting Moment MR=(Wt)d/2= 43,590 in-Ibs Max Uplift Load Combinations for Max Uplift LRFD ASD EQ 0.91)+1.OE 0.61)+0.7E Wind 0.91)+1.OW 0.61)+0.6W LRFD (Ibs/side) ASD (Ibs/side) TE = (1.OMOTE-0.9MR)/d + FE /2 = 177 TE = (0.7MOTE-0.6MR)/d + 0.7FE /2 = 147 TW = (1.OMOTW-0.9MR)/d + Fw /2 = 1,771 Tw = (0.6MoTw-0.6MR)/d + 0.6Fw /2 = "018 Max Shear LRFD (Ibs/side) ASD (Ibs/side) VE=1.OFE/2 = 1 318 VE = 0.7FE/2 = 222 VW=1.OFW/2= 1 742 VW = 0.6FW/2 = 445 Wt - Fv Summary of Anchorage Forces LRFD Tension, T= 1,771 Ibs/side Shear, V = 742 Ibs/side ASD Tension, T= 1,018 Ibs/side Shear, V = 445 Ibs/side Summary of Anchorage See next page. C 4p Equipment Anchorage LS - ii n CE 4VAE FIJ� cne ked RTU m N.T.S. 2504th Ave. South Graphite II Art Studios Suite 200 ob No. i9iaa i Edmonds, WA 98020 10/2/2020 20 Input Values B= 93 in (Least out -out dimension of equipment footprint) L= 157 in (Equipment Length) d = 57 in (Distance between anchors/Smallest moment arm) H = 46.88 in (Equipment height) H' = 132.76 in (Equipment moment arm) Wt= 1300lbs (Equipment weight) S& = 0.847 Applied Forces (LRFD; see previous EO & Wind calcs FEh = Seismic Coefficient * Wt = 550 Ibs FE„ = 3 0.2Sd,Wt = 220 Ibs Fwh = Horiz Pressure * [(B or L)*H] = 2301 Ibs Fwv = Vert Pressure * (B*L) = 3604 Ibs Overturning Moment MOTE = FEhH'/2 = 36,531 in-Ibs MOTw = FwhH'/2 = 152,757 in-Ibs Resisting Moment MR = (Wt)d/2 = 37,050 in-Ibs Max Uplift Load Combinations for Max Uplift LRFD ASD EQ 0.9D+1.OE 0.6D+0.7E Wind 0.91)+1.OW 0.61)+0.6W LRFD (Ibs/side) ASD (Ibs/side) TE = (1.OMOTE 0.9MR)/d + FE /2 = 166 TE = (0.7MOTE 0.6MR)/d +0.7FEv/2 = 136 Tw=(1.0MOM,-0.9MR)/d+Fwv/2= 3,897 Tw=(0.6MOm0.6MR)/d+0.6Fw„/2= 2,299 Max Shear LRFD (Ibs/side) ASD (Ibs/side) VE = 1.OFE/2 = 1 275 VE = 0.7FE/2 = 193 Vw = 1.OFw/2= 1 1,151 VW = 0.6Fw/2 = 690 Wt - Fv Summary of Anchorage Forces LRFD Tension, T= 3,897 Ibs/side Shear, V = 1,151 Ibs/side ASD Tension, T= 2,299 Ibs/side Shear, V = 690 Ibs/side Summary of Anchorage See next page. F C Cv I Equipment Anchorage I LS ENGINEERING I Checked RTU with Screenwall N.T.S. 250 4th Ave. South Graphite II Art Studios Suite 200 Job No. 191".1 Edmonds, WA 98020 11/6/2020 21 0 N ✓/0-- Vmu 'Vv� oA1% @ 24" O C 2t+ = t32. -6w 2299 Ibs ( �� -A �C � `q La /IPJ 151 W /I A3 Y 1009 IDS / SCREW FOR 7FT EQUIPMENT LENGTH, 4 SCREWS PROVIDED T,req = 2299 LBS / 4 = 575 LBS < 1008 LBS ... OK .--> IS„ " 0b 0 LAB SaEW OV- Description 1 A) 4 By L_5 Date (� 29/26 Checked Date I ENGINEERING Scale Sheet No. 250 4th Ave. South Suite project (-AAPHi SnU0 Job No. Edmonds, WAA 98020 425.778.8500 I Cl1. I0 www.cgengineering.com 22