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Home My WebLink AboutBUP2020-00147 BUP2o20-001'-1"1 W D Y Structural • Civil Engineers RECEIVED STRUCTURAL CALCULATIONS SUN g 2020 FOR ACE HARDWARE CITY OF TiGARD BUILDING DIVISION DISPLAY SHELVING & RACK ANCHORAGE TIGARD, OREGON FEBRUARY 21, 2020 WDY Project#20005 40113151144 14,1 /c. o t x t `�'-py 17'• 9. GON *ti ' et% : ta, vv G MVO RENEWS: 12-31-2020 DESIGN PARAMETERS: 2019 Oregon Structural Specialty Code RMI/ANSI MH16.1-2008 LOADING SEISMIC MAPPED RESPONSE Ss = 0.843; Si = 0.392 SITE CLASS D IMPORTANCE IE = 1.00 CONTENTS: LOADING G-1 to G-4 DISPLAY ANCHORAGE AN-1 to AN-14 RACK ANCHORAGE RK-1 to RK-9 ANCHORAGE PLAN & DETAILS S-1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •www.wdyi.com 15WDY Structural . Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: G-1 Client: Tigard Ace Hardware Date: Feb 2020 By: GGM Design Criteria: Seismic Loading: USGS Hazard Maps, USGS Design Map Program Site Coordinates: 45.403 N -122.796 W Soil Classification: D-Stiff Soil Risk Category: II Codes: 2019 Oregon Structural Specialty Code (OSSC/IBC), Chpt 16 ASCE 7-16, Chpts 13 & 15 RMI /ANSI MH16.1 -2008 Anchorage: ACI 318, Chpt 17 Seismic anchorage required for all display shelving over 6 ft tall and all steel storage or pallet racks Seismic anchorage recommended for high load display shelving (Paint, Bulk Hardware, etc)where typical shelf loading is in excess of 100 lbs Seismic anchorage of display shelving under 6 ft tall is not required but may be installed using the provided details at the tenants option. The new shelving is limited to the expanded space located in an existing retail building with concrete - slab on grade floors. Attachments to demising walls should be made only with a spreader (wood ledger or similar) installed to evenly distribute loads. Field verify top of wall attachments. InWDY Structural . Civil Engineers - Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: G-2 Client: Tigard Ace Hardware Date: Feb 2020 By: GGM Seismic Design Info: Design Code Reference Document ASCE7.16 Risk Category II Site Class D-Stiff Soil Type Value Description Ss 0.843 MCER ground motion.(for 0.2 second period) Si 0.392 NICER ground motion.(for 1.0s period) Sall D.98 Ste-modified spectral acceleration value Salt null-See Section 11,4.8 Ste-modified spectral acceleraton value SOS 0.653 Numeric seismic design value at 0.2 second SA Sot null-See Secton 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SOC null-See Section 11.4.8 Seismic design categnn/ F, 1.163 Situ arnpt8catcn factor at 0.2 suc'nd Fs. null-See Secton 11.4.8 Site emptficalion factor at 1.0 second PGA 0.384 MCEG peak ground acceleratica FPUA 1,216 Site ampificalion facxnr at PGA PGA 0.467 Site modified pock ground acceleration Ti_ 16 Long-period transition period in seconds SsRT 0.843 Prcbebifistic risk-targeted ground motion.(0.2 second) SsUil 0.953 , Factored uniform-hazard(2%probablt:ty of exceedance In 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) - SIRT 0.392 Probabilistic risk-targeted ground motion.(1.0 second) S1UH 0.452 Factored uniform-hazard(2%probability of exceedance In 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) - PGAd 0.5 Factored deterministic acceleration value.(Ptak Ground Acceleration) Caa 0.884 Mapped value of the risk coefficient at short periods CR1 0.866 Mapped value of tF.e risk coefffr`.ienl at a period of 1 s WD Y Structural • Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: G-3 Client: Tigard Ace Hardware Date: Feb 2020 By: GGM Lozier Display Shelving -Seismic Anchorage • Anchorage for 8 foot tall typical height& (3) configurations / - / _ — io - - .- _ . rn - rn 1 19" 19" 1 1 19" 28" 1 1 25" 1)Balanced 2)Unbalanced 3)One Sided • Max load capacities per Lozier installation manual 19" shelf= 500 lbs 25"shelf= 500 lbs 28" shelf= 400 lbs • Max unbalanced load per Lozier installation manual 12000 in-lbs 1000 ft-lbs Wo contribution is negligible • For 7-or 8-shelf configuration assume max uniform load = 1/2 total capacity Ism/ W D Y Structural • Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: G-4 Client: Tigard Ace Hardware Date: Feb 2020 By: GGM Lozier Display Shelving -Loading • Configuration#1 Balanced W, = 2 x 8'x 500/2 = 4000#per section Wo = 2 x 8' x 9#+ 2 x 37#= 218#per section Unbalanced Wi = 8'x 500/2 =2000# per section W2= 8 x 70#= 560#per section Wo= 218# per section ML= 180#x 8'x 0.79' = 1,137 lb-ft • Configuration #2 Balanced W1 = 8' x 500/2= 2000# per section W2 = 8'x 400/2 = 1600# per section Wo = 235# per section ML= 248 lb-ft Unbalanced W, = 8' x 500/2 =2000#per section W2 = 8 x 78#=624# per section Wo= 235#per section ML= 1,137 lb-ft nWDY Structural . Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-1 Client: Tigard Ace Hardware Date: Feb 2020 By: GGM Seismic Anchorage Island Display(balanced) Per ASCE 7-16, Sec 13.3.1 Seismic Force, Fp= [(0.4*ap*Sps*Wp)/(Rp/lp)]*(1 + 2*(z/h)) Upper Limit, Fp= 1.6*Sps*lp*Wp Lower Limit, Fp= 0.3*Sps*lp*Wp Input: Sps= 0.653 From USGS Lookup ap= 1.0 From Table 13.6-1 Rp= 2.5 From Table 13.6-1 1p= 1.00 From Sec. 13.1.3 Wo = 218.0 lbs Component operating weight(lbs) We = 2666.80 lbs Load per 15.5.3.6 (a) Wrote,= 2884.80 lbs . f i - ......._ _ LI iiik_ • . _ ...1 ii ; Ilaill _ ,. Plan Section H = 8.00 ft Height of Unit w= 3.00 ft Depth of unit base L= 12.00 ft Length -long dimension of unit z= 0.00 ft Height of point of attachment of component h = 3.50 ft Ave. height w/respect to base c1 = 3.00 ft Height to center of mass of unit c2 = 3.50 ft Height to center of mass of contents c3 = 1.50 ft Dist to center of mass of unit from back wall c4 = 1.50 ft Dist to center of mass of contents from back wall - y = 3.47 ft Vert dist to center of mass x = 1.50 ft Horiz dist to center of mass 0 W D Y Structural . Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-2 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Seismic Anchorage Island Display(balanced) Per ASCE 7-16, Sec 13.3.1 Calculated Values SOS= 0.653 WTOT= 2884.8 lbs a = 1.0 I = 1.0 RP= 2.5 z= 0.00 ft h = 3.50 ft Resulting Seismic Force Fp= 301.4 lb Fp(upper limit) = 3014.0 lb Fp(lower limit) = 565.1 lb Fp(controlling) = 565.1 lb Overturning & Uplift MOB= 1961.0 ft-lb Fp*y MRES= 2596.3 ft-lb (0.9WO+ 0.6Wc) *w/2 A = 0.0 ft-lb MovT- MRES /(W-.2*w) = 0.0 lb Uplift Force Fp(asd)= 403.7 lbs Concrete anchor yes Anchor factor 1.3 Max load = 524.8 lbs #of anchors = 4.0 (2)anchors per clip; (2) clips per section Shear/anchor= 131.2 lbs DC1248 Base every other upright w/(2) 3/8"dia Dewalt Power Stud + SD2 anchors (refer to Appendix D anchor calculation) nW D Y Structural . Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-3 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Seismic Anchorage Heavy Load Island Display(balanced)4'oc Per ASCE 7-16, Sec 13.3.1 Seismic Force, Fp= [(0.4*ap*Sos*Wp)/(Rp/Ip)]*(1 +2*(z/h)) Upper Limit, Fp= 1.6*Sos*IP*WP Lower Limit, Fp= 0.3*SDs*Ip*Wp Input: Sos= 0.653 From USGS Lookup ap= 1.0 From Table 13.6-1 Rp= 2.5 From Table 13.6-1 Ip= 1.00 From Sec. 13.1.3 Wo= 109.0 lbs Component operating weight(Ibs) We = 3000.00 lbs Load per 15.5.3.6 (a) Wtotai= 3109.00 lbs .ice...-- 4 V'wltammulfl/' ti t } Plan Section H = 8.00 ft Height of Unit w= 3.00 ft Depth of unit base L= 12.00 ft Length -long dimension of unit z= 0.00 ft Height of point of attachment of component h = 3.50 ft Ave. height w/respect to base c, = 3.00 ft Height to center of mass of unit cZ = 3.50 ft Height to center of mass of contents c3= 1.50 ft Dist to center of mass of unit from back wall c4 = 1.50 ft Dist to center of mass of contents from back wall y= 3.47 ft Vert dist to center of mass x= 1.50 ft Horiz dist to center of mass WD Y Structural . Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-4 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Seismic Anchorage Heavy Load Island Display (balanced)4'oc Per ASCE 7-16, Sec 13.3.1 Calculated Values Sos= 0.653 WTOT = 3109.0 lbs ap= 1.0 1p= 1.0 Rp= 2.5 z= 0.00 ft h = 3.50 ft Resulting Seismic Force Fp= 324.8 lb FP(upper limit) = 3248.3 lb Fp(lower limit) = 609.1 lb Fp(controlling)= 609.1 lb Overturning & Uplift Mot= 2113.4 ft-lb Fp*y MRES= 2847.2 ft-lb (0.9WO+0.6Wc) *w/2 A = 0.0 ft-lb MOVT-MRES /(w-.2'w) = 0.0 lb Uplift Force Fp(asd) = 435.0 lbs Concrete anchor yes Anchor factor 1.3 Max load = 565.5 lbs #of anchors = 4.0 (2) anchors per clip; (2)clips per section Shear/anchor= 141.4 lbs DC1248 Base every upright w/(2) 3/8" dia Dewalt Power Stud+ SD2 anchors (refer to Appendix D anchor calculation) niNDY Structural . Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-5 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Seismic Anchorage Island Display(unbalanced) 8*oc Per ASCE 7-16, Sec 13.3.1 Seismic Force, Fp= [(0.4*ap*Sos*Wp)/(Rp/lp)j*(1 + 2*(z/h)) Upper Limit, Fp= 1.6*SDs*IP*WP Lower Limit, Fp= 0.3*SDs*IP*Wp Input: SDs= 0.653 From USGS Lookup ap= 1.0 From Table 13.6-1 Rp= 2.5 From Table 13.6-1 Ip= 1.00 From Sec. 13.1.3 Wo= 218.0 lbs Component operating weight(Ibs) We = 2240.00 lbs Load per 15.5.3.6 (a) Wtoia1= 2458.00 lbs i } Plan Section H = 8.00 ft Height of Unit w= 3.00 ft Depth of unit base L= 12.00 ft Length -long dimension of unit z= 0.00 ft Height of point of attachment of component h = 3.50 ft Ave. height w/respect to base = 3.00 ft Height to center of mass of unit C2= 3.50 ft Height to center of mass of contents c3 = 1.50 ft Dist to center of mass of unit from back wall c4 = 1.50 ft Dist to center of mass of contents from back wall y= 3.47 ft Vert dist to center of mass x= 1.50 ft Horiz dist to center of mass riwpy Structural . Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-6 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Seismic Anchorage Island Display(unbalanced)8'oc Per ASCE 7-16, Sec 13.3.1 Calculated Values Sps= 0.653 WTOT= 2458.0 lbs a = 1.0 1p= 1.0 Rp= 2.5 z= 0.00 ft h= 3.50 ft Resulting Seismic Force Fp= 256.8 lb Fp(upper limit)= 2568.1 lb Fp(lower limit) = 481.5 lb Fp(controlling) = 481.5 lb Overturning & Uplift Mom= 1670.9 ft-lb Fp*y MRES= 2310.3 ft-lb (0.9W0+ 0.6Wc)*w/2 A = 0.0 ft-lb MovT- MRES2 A /(w-.2*w) = 0.0 lb Uplift Force Fp(asd)= 343.9 lbs Concrete anchor yes Anchor factor 1.3 Max load = 447.1 lbs #of anchors = 4.0 (2) anchors per clip; (2)clips per section Shear/anchor= 111.8 lbs DC1248 Base every other upright wl(2)3/8" dia Dewalt Power Stud+ SD2 anchors (refer to Appendix D anchor calculation) W D Y Structural . Civil Engineers lima Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-7 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Seismic Anchorage Wall Display Per ASCE 7-16, Sec 13.3.1 Seismic Force, Fp= [(0.4*ap*Sos*Wp)/(Rp/lp)]*(1 +2*(z/h)) Upper Limit, Fp= 1.6*Sos*Ip*Wp Lower Limit, Fp= 0.3*Sos*lp*Wp Input: SIDS= 0.653 From Figure 22-1 ap= 1.0 From Table 13.6-1 Rp= 2.5 From Table 13.6-1 1p= 1.00 From Sec. 13.1.3 Wo= 180.0 lbs Component operating weight(lbs) We = 1760.00 lbs Average content weight(lbs)-200#/shelf, fully loaded Wtotai = 1930.00 lbs iii 1,-'t:W4': - I Plan Section H = 8.00 ft Height of Unit w= 2.50 ft Depth of unit base L= 12.00 ft Length -long dimension of unit z= 7.50 ft Height of point of attachment of component h = 4.00 ft Ave. height w/respect to base c1 = 4.00 ft Height to center of mass of unit c2= 3.50 ft Height to center of mass of contents c3= 0.70 ft Dist to center of mass of unit from back wall c4= 0.91 ft Dist to center of mass of contents from back wall y= 3.45 ft Vert dist to center of mass x= 0.89 ft Horiz dist to center of mass riwpy Structural . Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-8 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Seismic Anchorage Wall Display Per ASCE 7-16, Sec 13.3.1 Calculated Values S0S= 0.653 WTOT= 1930.0 lbs a = 1.0 IP= 1.0 RP= 2.5 z= 7.50 ft h = 8.00 ft Resulting Seismic Force Fp= 579.7 lb Fp(upper limit)= 2016.5 lb Fp(lower limit) = 378.1 lb Fp(controlling)= 579.7 lb Overturning & Uplift Movr= 2000.1 ft-lb Fp*y MRES = 1078.7 ft-lb (0.9W0+ 0.6Wc) *w/2 A = 921.4 ft-lb MOVT- MRES /h = 122.9 lb Wall Anchor Load Fp(asd) = 414.1 lbs SDS25175 allow= 250.0 lbs #provided = 4.0 (2) per level Capacity= 1000.0 lbs (2) Simpson SDS25175 screws bracket to blocking + (1)#12 screws at 12"oc blocking to girt flW D Y Structural • Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-9 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Display Anchorage: DEWALT DEWAI,T Design Assist Ver.1.4.6.0 Pegs I ENGINEERED BY'tr?OWerS" Ace Hardware J_ 11 i.-i1 1 lair. Company: Project Engineer: Grog Munsell Address: 6443 SW Beaverton I Iillsdale Suite 210 Portland OR 97221 Phone: M:50320381 l l Email: gm unseli1n'wdyi.com Project Name: Untitled Project Address: Untitled Notes: Selected Anchor: Screw-Holt+ Brand: DEW'ALT Material: 3i8"0 Low Carbon Steel Embedment: ha 2.39 in h ,tti 3.25 in Approval: IC C-ES ESR-3889 Issued Revision: Nov,2llls - Drill Method: I hammer Drilled Design Method: AC l 318.14 Load Combinations Section 5.3 User 1)etined Loads Seismic Loading: Tension 17.2.3.4.30) Shear 17 2_3.5.34e" Sty,— User I?etined Concrete: Type ('racked Normal Weight Concrete Strength 3000 pjci Reinforcement: Edge Rvinforremvnt >- i 4 Behar Spacing Tension No(Condition 13) Shear Yes(Condition A) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 5.5 in Width 3 in Standoff None ['eight 0 in Strength 36000 psi Profile: HSS Rectangular 2 X 2 X 0.125 Input dais and mutts oust he eheckrd fur agreement will the existing cumdin res.ihr ssandnris and guidelines mmi nest be checked for p{aruib lily riwpy Structural . Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-10 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Display Anchorage: DEWALT DE V'AL.'1'Design Assist Ver.1,4.6.0 Page 2 Acc IIardware ENGINEERED BY'Powers. S::p 25 20I9 i as:o /1S1 -' 3s5 I II v 1 - x hnin 5.000 in cmin 1.500 in Cr 7.800 in sat 2.000 in Tension Loading Design Proof Demand Oh) Capacity 4lb) Utilization Status Critical Steel Strength 76.00 5674,00 0,01:3 OK Concrete Breakout Strength 151_00 2554.00 (I_059 OK Controls Pullout Strength 76.00 1477.00 0,051 OK Shear Loading De-sign Proof Demand (Ih) Capacity 1113) Utilization Status Critical Steel Strength 260.00 1818.00 0.143 OK Controls Concrete Breakout Strength 520.00 4470.00 0.116 OK Tryout Strength 520,00 3930,00 0,132 OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 • The re-cults of the ealculutions canted out by means of the DDA Saliware are based essentially on the data you pot in.T etdote, you Tear the auk ropunaibility fur the abaouce el errors,the curnplerenens and the relevance of the data to be lint in by yort. Moreorcr,you heir sole respon,ihility for lowing the results of the calculation checked ltnd cleared by an design psufessiitnal'ettgineet,pinticahiily with regard to compliance with applicable standards,norms:ant peliitits,prior to tua nf:than for your speed tie project The DDA Scsftwnre:Servos only at an silt to interpret slundurt ,norms and permits withers!any gnatanlec as to the absence of errors,the correcusess and the relewinee of the results.or suitability for a specific application. • Culenlalinns including seismic design recluircrnents in accordance with AC1 318 are required for anchors in structures assigned to seismic design ratetorit}s C.D.F and F. • Under that a scisnnie conditions,the direction of sheer may not he predictable.In accordance with AC1 311i the€u t shear force stioultl be assumed also in rgrkme dircelion fur a safe design.Load reVersai may influence the direction of the controlling cumenete breakout siirenudi. Input data and reautts must tk chteI e d for aprhmeni with the misting cundliicstu,the erandurat and guidetiues acid must he etiedied fur idausibiltty flW D Y Structural • Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-11 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Display Anchorage: DEWALT im,WALT Design Assist Ver.1.4.6.0 Page 3 Ace Hardware. ENGINEERED BY-'owers' :. 1 r iii t4I ai Design Loads/Actions Z Nu 151 lb Vux 0 lb V'uv 520 lb 4, dY Muz 0 in-lb hiux 0 in-lb Muy 0 in-lb 1;,tt. , Consider l.cvicl Reversal X Direction 100% Y l)iretrtion 100% 4G�1.4il j( 1,,I 4,1,i. Max.concrete compressive.strain: 0.000 °•„ Anchor Eccentricity MUN.concrete compressive stress; 0.000 psi ex 0.813 in ey 0,833 in Resulting tension force: 151,000 lb Ptutile Eccentricity Resulting compression farce.: 0.000 lb ex 0 in cy 0 in Resulting anchor forces I Load distribution Anchor Tension Load ON Shear!Avid (Ib} Component Shear l.uatl (lb) Anchor Comrdit1;il s(in) Shear X Shear Y X �.• 1 75.50 280.0 0.0 260.0 0.000 1.875 75.50 260,0 0_0 260.0 0.000 -1.R75 Loads indicated include over-strength factor to meet ACI ductility requirements Input data and re...At must tx dueled ha munition with the noting cr,nditi';.the tamdnr 1.and guidelines cod must he•li.l ed tar plausih city rilW D Y Structural . Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-12 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Display Anchorage: DEWALT L)I:NALT L7tsign Assist Ver.1.4.6.0 Page 4 ENGIMEEHEIieT'r�UAA11e1"5' Ace I{urrltturr. sr aT„ il it, ilL fi i I �aI ti Sleet Strength: t N ACI 318.14 17.4.1 J k • i♦I Variables x* 44 N,, (lb) ip I1711).000 (L65 Results `PNsi - 5674.0 lb '['able 17.3.1.1 Tau:, 76.0 lb Utilization - 1.3% Concrete Breakout Strength: t N ACt 318-14 17.4.2 Equations A A R ;." ; ,, c ` '�.-i M1 -y 'tyr<s n }qll. 1 T.A.�.117 v..._ - .fe7 . h_r . Fin. 17.4.2.2u Variables AN, (in:) ANea (in=) Y�tc.N ‘Ved.N '1'c,N slrip,R 71 2CIt5 51.409 l.000 1 000 I,000 e (in) ke ). I', [psi) h„l, fin) C'amiu (in) 7.800 17.000 I.000 3000 1,30 8 TL (lbl Ip 'psria 1440.380 (1_65 0.750 l;exults 2554 lb Table 17.3.1.1 Nua = I51.1) 1b Utilization = 5.9% Pullout Strength: ' N ACt 318-1417,4,3 7 I:yttotionS a+ • 1* All Eqn. 17.4.3.1 {pr,A• p • (,; .;0) Input dma and rtsuu is must t a checked fur dereemem with the ed ling eundiii..,thr srmulr n+t.and guktelines aro!must he checked for pLwsiL iIy flW D Y Structural • Civil Engineers Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-13 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Display Anchorage: DEWALT UGWALT Design Assist Ver.I.4.6.0 Page 5 Ace llurdwarc ENGINEEHED ay`mowers' Variables eP Np,ey Ott) i' Ip�i) n et' 1.000 11)28.406 30th) 0.500 0.65 Pseis 11.750 Results tpNp,n = 1477 lb Nua = 76 lb Table 17.3.1.1 Lltliz:etitn — 5.1e7i lupus dohs and rusks must be rtu eks4 for ugrcemem with the outing oanditiwv,the uundnre:and guideltttcs en.i must he:heeled for plausiltility riwpy Structural . Civil Engineers `d Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-14 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Display Anchorage: DEWALT t)I[WALT Design Assist Ver.1,4,6.0 fags 6 ENGIMEEAEDBY'tr'owers Ace ITurd«uic Steel Strength: V ACI 318-14 17.5.1 Variables :#+ .r . 4 na.cu ;1bi hl' 3030.000 0.60 Results V til,lll — l k l 1 lb tr,ta — 260 lb -titbit.17,3.1,1 Utilization - 14.3% Concrete Breakout Strength: V ACI 318-14 17.5.2 _ Equations 17 5.2.1b r Fqn. 17.5?.2a V _ �8 • ( 1. .r7;) •) ti+ ` • (c ) ' Variables Avc (1101 Avca (i0 `Y. v `Pet V y11 c,V tl')t,\' 120.000 2}0.000 1.000 1.000 1.200 1.549 I. (in) d,., (ink l. f; IItisi) col (in') Vb (1b) 2.390 0.375 1.000 3000 11..000 7694.539 9' h1'S cis 0.75 0,750 Results tp4'dig - 4470 lb Direction `t'+ Y„a = 520 lb Table 17.3.1.1 Utilization = 11.6% Input d:un and results must be checked fur agreentem with du ciisting eunditiceA,the,zandir,u and guidelines and most he:h.tked tea plausikvlity flW D y Structural . Civil Engineers - Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-15 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Display Anchorage: DE AL1 1)EWALi'Design Assist Ver.1.4.6.0 Page 7 Ace ILudwurc ENGINEERED HI powers' Pryaut Strength: V ACI 318-1417.5.3 Equations a+ ; lrcp •Yspg Eqn. 17.5.3.1 h A _ Eqn. I7.4.2.1h , Itl r'�y �c<.N - +r's:J:ticii .r,n v,.s b.e •),, • ,t • h.;t' Eon. 17,4,2,23 Variables ANc (in') ANctt (in') ,„.N IYed.N wc•N •rP,N 7R.296 51.409 1,000 1,000 1.000 1,000 c tin) 1: �a her (in) lc (MI) C.antin (In) 7_R00 17.000 LON) 2.39 3000,000 8.000 Nh (lb) kg, Ntpe (Ib) C� 3440.380 1.00(1 5239.742 0,75 Results s Fret: - 3930 Ii.+ Table 17,3,1,.I 4 uu 520 lb Utilization — 132%, Input data and rnaitts must be checked for agreement with the existing cunditiitrs,ahe tvndardx and guidelines land must he:necked tar plausibility riwpy Structural . Civil Engineers - Job Name: ACE Hardware Display Anchorage Job No: 20005 Sheet No: AN-16 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Display Anchorage: DE WA LT 131VirAL'i Design Assist N.rrr.1.4.15.0 Page S ENGINEERED BY lowers" Ace I[urda urc 1+1l tPl i al i�i1f ) ii ,1 it AU 3118.14 17.b Equations N Ef Egn. 17.6.3 + ua keta ci7 •N„ •Vn 1,0 1,2 Variables tin 0,059 0.I4.3 Results O.143 = 1.t1 Status OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 input data and r¢k+=1ts nm>t to checked lar agreement with the itdll j condilA-.the unWard.and gillikilas29 arra matt he:hacked Vox plauetKliq WD Y Structural . Civil Engineers - Job Name: Ace Hardware Rack Anchorage Job No: 20005 Sheet No: RK-1 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Unit ID: Widespan Racks Garden & Storage areas 1�l 1'1* .111:1A1 g2 g9 WTN �E � \ GT� Configuration: Length 96.0 in Width 24.0 in Height to brace, 61 8.0 in Max brace spacing, 62 48.0 in Overall height, H 96.0 in Shelf 1 height, H1 48.0 in Shelf 2 height, H2 96.0 in Shelf 3 height, H3 0.0 in Shelf 4 height, H4 0.0 in Shelf 5 height, H5 0.0 in Loading: Shelf 1 1600.0 lbs 100.0 psf Shelf 2 1600.0 lbs 100.0 psf Shelf 3 0.0 lbs 0.0 psf Shelf 4 0.0 lbs 0.0 psf Shelf 5 0.0 lbs 0.0 psf rillWDY Structural . Civil Engineers - Job Name: Ace Hardware Rack Anchorage Job No: 20005 Sheet No: RK-2 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Unit ID: Widespan Racks Per ASCE 7 Sec 15.5.3 & MH16.1 Seismic Force, Cs= (1.2*Sips* I) /(R *T 2/3) RMI Specification, Sec 2.7.3 Upper Limit, Cs= 2.5* Ca/ R Input: SDS= 0.653 Per USGS lookup R= 4.0 RMI Spec, braced direction R= 6.0 RMI Spec, unbraced direction Aa= 0.15 RMI Figure 2.7.1 A„= 0.10 RMI Figure 2.7.2 Soil Profile= D RMI Specification, Sec 2.6.3.2 Ca= 0.18 RMI Table 2.7.1 C„= 0.17 RMI Table 2.7.2 1= 1.0 h = 8.00 ft Ave. height w/respect to base T= 0.14 Cs= 0.72 RMI Specification, Sec 2.7.3 Cs= 0.11 Upper Limit Use Cs= 0.113 Storage rack loads Level Element Wt(Ibs) Load factor Net (Ibs) Top rack Rack wt 50 1.00 50 Contents 1600 0.67 1072 1122 2nd rack Rack wt 50 1.00 50 Pallets 1600 0.67 1072 1122 Bottom rack Rack wt 0 1.00 0 Pallets 0 0.67 0 0 riwpy Structural . Civil Engineers - Job Name: Ace Hardware Rack Anchorage Job No: 20005 Sheet No: RK-3 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Unit ID: Widespan Racks Per IBC 2208.1 &ASCE 7-16 Sec 15.5.3 Distribution RMI Section 2.7.4 Level hX wX w,,* hX FX E FX (feet) (Ibs) (Ibs) (Ibs) Top rack 8 1122 8976 168.3 168.3 2nd rack 4 1122 4488 84.2 252.5 Bottom rack 0.5 0 0 0.0 252.5 Totals 2244 13464 252.5 V= CSl,WS = 0.113 x 2244 = 252.5 Overturning -Case 1: 0.67 x fully loaded shelves Level hX wx MOT (feet) (Ibs) (ft-lbs) Top rack 8 80.5 644.3 2nd rack 4 40.3 185.3 1.15*h*Fx Bottom rack 0.5 0.0 0.0 1.15*h*Fx 829.6 Resisting Level hX wX MOT (feet) (Ibs) (ft-lbs) Top rack 1.0 751.7 751.7 2nd rack 1.0 751.7 864.5 1.15*h*Fx Bottom rack 1.0 0.0 0.0 1.15*h*Fx 1616.2 FS = 1.95 rill W D Y Structural . Civil Engineers binosi - Job Name: Ace Hardware Rack Anchorage Job No: 20005 Sheet No: RK-4 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Unit ID: Widespan Racks Per IBC 2208.1 &ASCE 7-16 Sec 15.5.3 Overturning -Case 2: Top shelf only fully loaded Level hx wx MOT (feet) (Ibs) (ft-lbs) Top rack 8 168.3 1346.4 2nd rack 4 0.0 0.0 Bottom rack 0.5 0.0 0.0 1346.4 Resisting Level hx wx MOT (feet) (Ibs) (ft-lbs) Top rack 1.0 1122.0 1122.0 2nd rack 1.0 0.0 0.0 Bottom rack 1.0 0.0 0.0 1122.0 FS = 0.83 Net Uplift= MOT-0.9 *MREs/W= 841.5 lbs Base Plate Anchors Max shear load = 180.3 lbs (ASD Load) Load per leg = 90.2 lbs Max tension load = 841.5 lbs Load per leg = 420.8 lbs nINDY Structural . Civil Engineers - Job Name: Ace Hardware Rack Anchorage Job No: 20005 Sheet No: RK-5 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Anchorage Widespan Racks Dill Iillmr11.1.1111 wwrtr,hlnl,us Prolix.Anchor 2.8.0 company. /I'DY EInrairal&Civil€n]lnears Page; 1 5pectryer: Project:. Ace Hardware Addreass: E443 SW Beaverton;Hillsdale 0210-Portland,OR Sub-Projecl i P .No.: Widesipan Anchorage Phone 1 Fax: 503-203-6111 I Date. E-Mail: $.pecl1lt is comments: 1 Input data Anchor type and dlanKItar- Kw*Bolt TZ-Cs 10(3 1/4) FHarllve amhodnner1 depth: h6,_„1=3.750 In,..h. =:UV!,`n, tdatodat_ Carbon Stool Evaluation Service Report: ESR.1917 Issued I Valid: 4,1i20111 j 5i 112019 Proof; De tgn Teethed ACI 3151-11 i 1Aech 80nd-off installation: q,=41,000 in.(na stand-afft;t=0,250 in. Mchor plate: I,x Ir x t=2.500 in.x 4.000 in.x 0-260 in-;(Recommended plate thickness:not calculated Profile: Square H55.(AISC):(I.x.W x T)-1250 in.x 1.250 in.x 0.168 in. Base matetisl: clacked concrete,3000,k'-3.0G0 psi,h-5.000 In. Installation: hair mar drilled/veto,Installation condition:Dry Reinforcement: tension;condipon B,shear,condition p;no supplemental splitting reinforcement present edge reir arcement:none or,c No.4 bar "-The exichor calculation is based on a rali:l baseptale eaeurnpilon. Geometry fin.]&Loading lib,in.ib] Loads indicated include overstrength factor z increase to satisfy ACI 17.2.3.4.3(d) ductility requirements S't • 6T5 _ a y. rr• x riINDY Structural • Civil Engineers - Job Name: Ace Hardware Rack Anchorage Job No: 20005 Sheet No: RK-6 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Anchorage Widespan Racks 1II`TI wwz+.hlnl.us Profis Anchor 2,8.0 Company, WUY Stractoral&r lvil Engineers Page; 2 Specifies. Pro]ect. Ace He'dxare Addrevs: €443 SW semicolon Hillsdale 0210-Portland,OR Sub aojacl I Pos.Na.: Wklespien Isncharage Phone I Fax: 593-203-6111 I Dale_ E•Mafl; 2 Load caselResulfing anchor forces y Load cam Design loads Anchor reactions[mil Tension farce (*Tenss7n.-Compression] Anchor Tomsion fcrco Shear force Shear force x Shear force y 1 2.543 225 0 725 max.ooncret're cornpresSiv strain; si,I'4 l'S.] max.ooncrete compressr a stress- 3.225 1ps4 reetleng tension force Ili jxfyI-i0.600?-1.125): 2,643 pb] retailing cohrptei skim forte in(X)y) (0.0001-1.9881: 1.591 iIb] /" Anrhogr tnrra5 ere ciao clad based id on the assnmplion of a rigid h Wl4 Alfa. •f .} i 0 3 Ter►s[orn load Load Waib] Capacity$M„[lb] Utilization pm■IN„){N Status S1e.1 Slren9111' 7.643 8.929 33 OK. P`ulk,nt Strengths' 2,643 3,5&0D Try OK Concrete Bred-coat Slrenglh•' 2,643 3.546 76 OK artttrar laiviny7 Iha lagtle'sl leading "aectrur group 1anchors in leveionj 3_1 Steal Strength ESR value refer to ICC-ES ESR.1917 } Nty c N,t ACI 318.11 Tabs D.4.1.1 Varlabies 0.10 1 M,C30 Calculations hL,lot 10,706 RasuMs Ww lb'] 4 raai 4_N.,lib] N,..(Ib] 141, 9./VI 2.441 aW p y Structural . Civil Engineers • - Job Name: Ace Hardware Rack Anchorage Job No: 20005 Sheet No: RK-7 ' Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Anchorage Widespan Racks 104111X11"11 w 'w.hllli,us Protis Anchor 2,8.0 Company- VrUY Slne:tilral 6 VIVII Engineers Page; 3 Sieedtfer Project. Ace Hetcheare Address_ 6443 SW Sea veatorLHiltsdaie e210-Purllertd,OR Sub-irojecl I Pos.Wu.; Widespan,4nchccey Phcule I Fax: 503,-203-6111 I Dale_ E•hlail; 3.2 Pullout Strength Nr',r 2500 -NF.,t„i.. Y f refer to ICC-ES ESR.1917 4 N a N„ ACI 316.11 Table D.4,1.1 Variebtos F.:Inzfl )-a h4r2173lib']_ 3,4Q 100i1 4,915 GeWtdptione 251`+0 1.095 Reeuile Nw,e.Obi ,:C..114. 4. Ida,r PIA N",Pbl 5,364 0..650 3,500 2,643 3,3 Concrete Breakout 5tfengtit �A ACI 318-11 Eq. D-3) �f.'r7��trN'1�rN'�rt,,-V ter,, Ni,r N„ ACI 318-11 Table 1)4,1.1 A,„ sae ACI 318 11,Pan 0.52.1,FIg.RO.6.2.103) AreA =0 htr AC1-41&-11 Eq lD-b) 1 ;,,{>< - 1*2 e„ _:1.0 ACI 318-11 Ea_(0-6) 3he y ,y-0.7+0.3 ft) 1.0 ACI 318-11 E4-ID-10) u =MAX( atom)s 1.0 ACI 318-11 Eq (O-12) C,. C� rat, =141_, t,U° ACt:118.I I Eq. Variables era 1Er.1 lin I y rN 3,250 0ODD 0,000 6.750 1.O3Q (in.) a IP3') 7.600 17 1.000 3,01'f3 Gaicuilatl fora AA .E.[Mn f h ta _. Are @n,I _ Af4 ,'1 _. "Q.r1,I4 _ V grill. V.ION __ `f�mN b] 95.06 :+i,06 1,000 1 Ma 1,000 1.O03 11,465 h1,4,11] 4 Ny,ph) 5,455 0 650 3,546 2.643 rlIWDYStructural • Civil Engineers • • Job Name: Ace Hardware Rack Anchorage Job No: 20005 Sheet No: RK-8 • Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Anchorage Widespan Racks UI11'TI ww.l,hlul.u: Profis Anchor 2.0.0 Company WDY Structural d.Clvll Eng neere Page: 4 Spertfe Project Ace Hardware Address: 6443 SW 8aageolsn Hillsdale 0210-Portland,OR Sub-Project I Poe.Ne.: Widetpert Anchorage Phone I Fax: 6Q I-203-13111 I Dale: E-Mall: 4 Shear load Load V.,Ilbl Capetity Vh Ifb1 Utillarftion ov in Vail,V. Statile Sinai Slrnngth 225 3,572 7 OK Sled failure(with lever arm)" 14(A WA WA NIA Pryvul Slrenglh" 225 7,636 3 OK Concrete edge failure in cirec0oo"" WA WA WA WA "anchor having Via hirAfir<-t loading "'am:nor group(rstevar4 nnchcra) 41 Stool Strengths V.. =ESR vaxie rater to ICC-ES ESR-1917 4 V,,,,,,.yr,;, ACI 3163-11 Table 0.4.1 1 Varlebl4e A,..,[in'I f.Wall 0.10 1043.030 Caloulatlahe V..PA 5,495 - Ree4JIt V,.Pb1 4 v.,, , Vr,(6n4 V..Ilb) 5,495 6..050 3,572 225 4-2 Pryout Strength 14, -k"'L(,°rr-)v arN 1.,R W':i,:v h4,] ACI 316-11 Eq.(D•40) 4 V„It Va• AC.I 316-11 i able 13,4,1.1 AH: nee ACt ma-11,Pvt D..5,2.1,Fig,RD,S.2,lIb) Asko =9h[I ACI Me-11 F'q.(t)f) 1 V„h. 1'Tel 2 .s 1.0 ACI 310-11 Eq.(D-8) v,,,,,,-0.7 4 0.3(� )c 1.0 ACI 316-11 Eq.(D-10) u rah=yto,}f( ';h—^F',1 r s 1,0 ACI 331e-11 Eq.(D-12) Nn =k.;..'ti�hliz J ACI 316-11 Fq.(13 e) Varlablue K. no Dn.) eel NColl e_,14l01 ca„„[+nI 2 3250 0.004 0.003 0.750 V+..H c.,[n.i k; k. f.trizii 1.000 7 500 17 1 WA 3,000 Calculations Ara.Pn21 P•••e Iin•tl W•,,,H V aar+ V tot., 4.,.,H Nh Pal - 96.06 65.09 1.000 1.003 1.000 1_0O0 5,456 Re uII V,o[bl 0.i.o.+, 4 V,,,,ituf V,,[lb] 10,911 D.700 7,630 226 r3WDY Structural . Civil Engineers • Job Name: Ace Hardware Rack Anchorage Job No: 20005 Sheet No: RK-9 Client: Ace Hardware Tigard Date: Feb 2020 By: GGM Anchorage Widespan Racks 1■411.:111"1 ewvw,hutl.ils Profis Anchor 2.8.0 Company 1MDY 91ntiral&,CIvll Engineers Page; 5 Specifier: Project. Ace Hardware Addrette, 6443 SW Beave•ton Hillsdale 0210-Portland.OR Sub-Project I Pos.No.: 4Yidespan Anchorage Phone I Fax: 543-203-Bill I Date: C-f loll,' 5 Combined tension and shear loads itp I;v C. UIIt tturrIs I'i Stehle 0.755 0A63 tH'3 64 OK 11hv=ISua IF/<=1 6 Warnings • The anchor design methods in PROftS Anchor require rigid anchcr piates per current regulations tETAG pOtlAnnex C,IOTA TR029,etc.'.This means load re-dstribulien en the anchors duo to ala.lic defarrnations of lira anchor plalo aro not considered•the anchor ply Is assumed to be sulfa enUY sDH,In order net la be deformed when traiblerind le Iha design roaring PROF IS Anchor ralrt,feies the mtrrmtan required anchor plate thfirness with FEM 1a lima the stress or the anchor prate based on the essurnpllcne explained above,The pooef if the rgkt base plebs ae-sunrplIcn is valid is not carried out by talOfI3 Anchor.Input data and results most be chadced for agreement with the exieUng tont:eons and for plausibility! • Condition A appees Mien air iplenlentarf reinforcement Is used.The th factor is Increased for non-51eel Design Strengths except Pullout Strengdi and Pryout strength. Condition B appies when simplernentary reinforcement is not used and cur Pulout Strength and PryouL Strength.Refer to your boat standard. • Refer to the manufacturer's product literature fur cleaning and installation instructons. • Checaintl die traneter of loads into the base material and the shear reelalance are required i1 aoaardance with ACI 316 or the relevant standard) • Hitt post-Imballad arsfihrre shah be instated In accordance AO the HIIII fdarufariurer'a Pnnled Installation Instructions(Nell).Refererxs AC1 31 B-11,Ira r1 D.Q.1 • Fastening meets the design criteria!