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4010 172nd St Ne_BLD325_2026
CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; 360 403-3551 BUILDING PERMIT Address:4010 172nd Street NE Permit#:325 Parcel#:00930300000301 Valuation:5800.00 OWNER APPLICANT CONTRACTOR_ Name: WAL-MART STORES INC Name:L Brown Pendleton Name:Mallard Group Address: PO BOX 8050 M/S 0555 Address:1805 N 2nd Street,#5223 Address:209 West Main Street,#205 City,State Zip: BENTONVILLE,AR 72712-8050 City,State Zip: Rogers,AR 72756 City,State Zip:Grand Prairie,TX 75050 Phone: Phone:479-619-3896 Phone:972-890-3552 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Alteration CODE YEAR: 2012 STORIES: I CONST.TYPE: DWELLING UNITS: 0 OCC GROUP: BUILDINGS: I OCC LOAD: PERMIT APPROVAL ;? I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED 1 THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED, IBCI 10/IRC1 10. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City inglon must be reported n your sales tax return form and coded City of Arlington#3101. 401,11511,5;1 Signature Print Name Date Release )' Ate CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED,THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 6/5/2014 Building Permit Fee $163 44 6/5/2014 Building Plan Review Fee $106.24 6/5/2014 State Building Code Surcharge Fee $4 50 Total Due: $274.18 Total Payment: $0.00 Balance Due: $274.18 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon t • �t �. � � ' 1 Johnston BurkholderAssociates CONSULTING STRUC: 'FURAL !F NGINE RS STRUCTURAL FIXTURE ANCHORAGE CALCULATIONS FOR Arlington, WA Store#3757 PREPARED FOR CITY OF ARLINGTON, WA C By, $ 2� 00293644YAL JBA PROJECT #1435103757 930 CENTRAL,KANSAS CITY,MO 64105 Received PHONE (816)4214200 FAX(816)4214381 MAR 2 0 2014 ta- �?2s Propct N. Sheet No: OC Gondola (Shelving)Anchorage Design 1435103757 1 6 project Name: Arlin ton,WA-3757 Store Latitude/Longitude Coordinates(per Google Earth): M.deBy: DWe: N 48e 09'02" 48 150556 SDH 03/10/14 W 122e 10'31" 122.175278 Checked By: Oste: IBC 2012 / ASCE 7-10 / 2008 RMI Response Modification Factor,R= 4.0 ASCE-7,Table 15.4-1 Overstrength Factor,Omega,tl"= 2 0 ASCE-7,Table 15.4-1 Deflection Amplification Factor,Cd= 3.5 ASCE-7,Table 15 4-1 Detail Reference Section= 15.5 3 ASCE-7,Table 15.4-1 Occupancy Category= II IBC,Table 1604.5 Importance Factor,Ip= 1 0 ASCE-7 Sect. 15.5.3 0.2 Second Period Accel.,SS= 1.058 g IBC Figs 1613.3.1(1-5),ASCE-7 Figs.22-1 thru 22-14 1 0 Second Period Accel.,SI= 0.364 g IBC Figs.1613.3.1(1-5),ASCE-7 Figs.22-1 thru 22-14 (Soil)Site Class= D IBC 1613.3.2->ASCE-7,Table 20.3-1 Fa= 1.08 IBC Table 1613.3.3(1),ASCE-7 Table 11.4-1 F�= 1.67 IBC Table 1613.3.32),ASCE-7 Table 11.4-2 SMS= 1.139 g IBC eq- 16-37,ASCE-7 eq 11.4-1 SMI= 0.609 g IBC eq.16-38,ASCE-7 eq.11 4-2 SDS= 0.760 g IBC eq.16-39,ASCE-7 eq.11.4-3 SDI= 0 406 g IBC eq.16-41,ASCE-7 eq.11.4-4 Seismic Design Category --based on SpS= D IBC Table 1616.3.5(1),ASCE-7 Table 11.6-1 --based on SDI= D IBC Table 1616 3.5(2),ASCE-7 Table 11.6-2 CS= 0.190 RMI sect.2.6.3 Ce,min= 0.033 RMI sect.2.6.3 and ASCE-7 sect.15.5.3 LBase Shear V=CSIPW= 0.190 W RMI sect.2.6.2 Load Combination:(0.67-LC#1 or 1.0-LC#2)DL+1-(0.7)EL-RMI 2008,sect 2.6.8-Seismic Overturning Stability(ASD) (0.67)= 0.670 DL <---LC#1,per RMI,2.6.8 (1.0)= 1.000 DL <---LC#2.pet RMI.2.6.8 (0 7)= 0 700 EL (0.7)= 0.700 EL Load Combination:(0.9-0.2Sps)DL+1-EL-ASCE 7-05,sect 2 3.2&12.4.2.3-Seismic Uplift Critical Strength Design (0.9-0.2Sos)= 0.748 DL (1 0)= 1.000 EL Load Combinations for ASD Member Design(2008-RMI,Section 2.1): DL=Dead Load fir RISA Frame analysis PL=Maximum load from pallets or products stored on racks LC#1: DL F-L=Selsmlc Load-RMI section 2.0.6-Vert.Dictribution LC#2: DL+PL(all shelf levels) LC#3a:(0.6-0.11Sos)DL+(3/n)[(0.6-0.14SDS)PLepp-(0.7)EL] <—EL and PL.,=(0.6/)PL at each shelf level 0.5165 DL 0.3703 PLepp 0.7500 EL LC#3b: (0.6-0.11 SoS)DL+(3/4)[(0 6-0 14SDS)PLepp-(0.7)EL] <--EL and PL.,=(1.0)PL at top shelf only 0.5165 DL 0.3703 PL., 0.7500 EL i n,o;e<• sn«�Nc: of Gondola (Shelving)Anchorage Design 1435103757 z s Project Name: Arlin ton,WA-3757 Store Latitude/Longitude Coordinates(per Google Earth): Made By: Data: N 48e 09'02" 48.150556 SDH 03/10/14 W 122e 10'31" 122.175278 Checked By: ID.. IBC 2012 / ASCE 7-10 / 2008 RMI Response Modification Factor,R= 4.0 ASCE-7,Table 15.4-1 Overstrength Factor,Omega,no= 2.0 ASCE-7,Table 15.4-1 Deflection Amplification Factor,Cd= 3.5 ASCE-7,Table 15.4-1 Detail Reference Section= 15.5.3 ASCE-7,Table 15.4-1 Occupancy Category= II IBC,Table 1604.5 Importance Factor,Ip= 1.5 ASCE-7 Sect.15.5.3 0.2 Second Period Accel.,Ss= 1.058 g IBC Figs.1613.3.1(1-5),ASCE-7 Figs.22-1 thru 22-14 1.0 Second Period Accel.,S1= 0.364 g IBC Figs.1613.3.1(1-5),ASCE-7 Figs.22-1 thru 22-14 (Soil)Site Class= D IBC 1613.3.2->ASCE-7,Table 20.3-1 Fa= 1.08 IBC Table 1613.3.3(1),ASCE-7 Table 11.4-1 F = 1.67 IBC Table 1613.3.32),ASCE-7 Table 11.4-2 SMS= 1.139 IBC eq.16-37,ASCE-7 eq.11.4-1 SM1= 0.609 IBC eq.16-38,ASCE-7 eq.11.4-2 SDS= 0.760 IBC eq.16-39,ASCE-7 eq.11.4-3 Sol= 0.406 IBC eq.16-41,ASCE-7 eq.11.4-4 Seismic Design Category --based on SDS= D IBC Table 1616.3.5(1),ASCE-7 Table 11.6-1 --based on SD1= D IBC Table 1616.3.5(2),ASCE-7 Table 11 6-2 Ca= 0.190 RMI sect 2.6.3 Ca,min= 0.033 RMI sect.2.6 3 and ASCE-7 sect 15 5 3 Base Shear,V=CSIPW= 0.285 W RMI sect 2.6.2 Load Combination:(0.67-LC#1 or 1.0-LC#2)DL+l-(0.7)EL-RMI 2008,sect 2.6.8-Seismic Overturning Stability(ASD) (0.67)= 0.670 DL <---LC#1,per RMI,2.6.8 (1.0)= 1 000 DL <---LC#2,per RMI,2.6.8 (0.7)= 0.700 EL (0.7)= 0.700 EL Load Combination:(0.9-0.2Sps)DL+/-EL-ASCE 7-05,sect 2.3.2&12.4.2.3-Seismic Uplift Critical Strength Design (0.9-0.2SDS)= 0.748 DL (1 0)= 1.000 EL Load Combinations for ASD Member Design(2008-RMI,Section 2.1): DL=Dead Load for RISA Frame analysis PL=Maximum load from pallets or products stored on racks LC#1: DL EL=Seismic Load-RMI section 2.6.6-Vert.Distribution LC#2: DL+PL(all shelf levels) LC#3a: (0-6-0.11 SDs)DL+(3/4)[(0.6-0.14SDS)PLapp-(0.7)EL] <---EL and PLapp=(0.67)PL at each shelf level 0.5165 DL 0.3703 PLapp 0 7500 EL LC 93b: (0.6-0.11 SDs)DL+(3/4)[(0.6-0.14SDS)PLapp-(0.7)EL] <---EL and PLapp=(1.0)PL at top shelf only 0.5165 DL 0.3703 PLapp 0.7500 EL Calculate base shear force for Gondola Shelving fixtures supported on an Elevated floor(per ASCE-7,15.5.3(note 3)and 13.3.1): Average Roof Height(h)= 0.00 ft Component Amplification Factor,(ap)=2.5 ASCE-7,15.5.3(note 3) Height above Ground Floor,(z)= 0.00 ft Component Importance Factor,(Ip)= 1.5 ASCE-7,13.1.3/13.3.1 Component Response Modification Factor,(Rp)=4.0 ASCE-7,15.5.3(note 3) Calp=Fp_133-1= 0.000 W Fp=[(0.4"ap'SDS)/(Rp/Ip)1'(1+2(zlh))"W<---egtn 13.3-1 Calp=Fp 13 3-2= 0.000 W(max not to exceed) Fp=1.6(SDs)(Ip)W<---egtn 13.3-2 Calp=Fp_13 3.3= 0 000 W(min not less) Fp=0.3(S0s)(Ip)W<---egtn 13.3-3 Calp=Fp= 0.000 W Base Shear(Elevated Floor),V=CsIpW= o.000 W RMI sect 2.6.2-Above Grade Elevation 78"Tall"V"5 Level 1435103757 3 6 ,Arlington,WA-3757 Seismic Importance Factor= 1.5 Supported on Elevated Floor(YIN): No —By SDH 03/10/14 Total Load per shelf= 150 lbs<--assumes(2)shelves per level #of Levels= 5 LEVEL IBC 2012 /ASCE 7-10/2008 RMI Uniform Weight per level= 1875 psflshelf Weight of Unit= 100# Upright Frame anchorage spacing(Trib width)= 8 ft(Frames are assumed to be 4'-0"oc) Shelf depth(ea.side)= 24 in Total Shelf Load I Level I Frame ha= 0 in Ins= 0 in hT= 0 in ha= 0 in IT,= 18 in 300 Ibs h,= 18 in 3001bs _ .'m.1( 1HELF h = 18 in 300Ibs h2= 18 in 300 Ibs IT, 6 in 300 Ibs — Total Shelf Height,H,= 78 in Unit Height,Hp= 78 in X Unit Base Depth,D= 33 in Load Case 1'(Loadcas WRMI4W2ee(1)) Load Case 2'(Load canespe(RMIw L 26 8(2)) V' Seismic(C,)(Ip)= 0.285 W. Seismic(CJ(la= 0 285 W. Total Wt,W,=(0.67)(0.67PL]+DL= 1446.7 lbs Total Wt,W.=(0 67)[(1)PL]+DL= 502 lbs Base Shear,V=Cj^= 412.0 lbs Base Shear,V=Cj^= 143.0 lbs r .1 Horizontal forces per level,F,=C„V(RMI sad2 6.6) Horizontal forces per level,F.=C„,V(RMI sect 266) - (Service Loads,E=0.7) Fa= 00 lbs @ 0 in(CM) (Service Loads) Fa= 00 lbs Fs= 00 lbs @ 0 in(CM) Fs= 0.0 lbs ,S- F,= 0.0 lbs @ 0 in(CM) F7= 0.o lbs Fs= 00 lbs to 0 in(CM) Fe= 00 lbs _ 1 Fs- 970 lbs @ 84 in(CM) Fs= 929 firs @ 84 in fi F,= 762 lbs @ 66 in(CM) F,= 0.0 lbs 1 F,,- 554 lbs @ 48 in(CM) Fs= 0 0 lbs F2= 34 7 lbs @ 30 in(CM) F2= 0.0 lbs F,= '13 9 lbs @ 12 In(CM) r,- 0.0 lbs _ Fa= 11.2 lbs @ 39 in(CM) Fa= 72 lbs @ 39 in Check Single Frame/Bay Overturning Stability: If= 412.0 lbs(@ Factored Loads) Ef;= 143.0 lbs(@ Factored Loads) W.,(LC41)= 9347 1n-lbs MRST(LCMI)- 18233 in-lbs Calculate Overturning Moment(Service),MOT=Ef;h, Calculate Overturning Moment(Service),MOT=Yf;hl FOS=MRST/MOT= 1.951—1.5-No AB Reqd MOT= 17486 in-lbs MOT= 8084 in-lbs MOT(LC#2)= 4847 in-lbs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST(LC#2)= 6600 in-lbs MRST= 18233 in-lbs MRST= 6600 in-lbs FOS=MRsTI MOT= 1.362 <1.5-AB Reqd Factor of Safety Factor of Safety -->ABs Read-FOS<1 5 at LC#2 FOS=1.04 FOS=0.82 i1Fl_IFI ANCHORS RLQUIRED UPLIFT ANC'ORS REQUIRLD 'Load cases are per ASCE 7-05 sect.15.5.3.2 Reactions(Service Loads). LC#1 LC#2 R,= 144lbs 50 lbs R,= 0 lbs(No Uplift) 44 9557463 lbs(Uplift) A , Overturning FOS= 1 043<1 5-Provide ABs 0 816<1 5 d •••••••1.1047 GAWK ST66L ANCHOIR Abs Red ABs Red STRAP II UP«a 22"1* q q 1 ( r. PLACE STRAP A11CS16RS AT [ACR_ 13 FRAME AND V-06 c Reactions(Factored Loads): LC#1 LC#2 '' I v I TYA.)Ai fNT$RICR FRA6a£S, E (MA i UT Base Shear(Rj= 2U6 Ibs 71 lbs , Net Uplift(R,)= 0 lbs 64 2224947 lbs Jy Ovul lul ling+Gravity(Pa)- 1949 Ibs 740 Ibo (Rf ANCHOR VOLTS Anchor Design(using"Cracked Concrete"Properties) Try'.318"0 Powers Wedge-1300 Saew Anchor 2 118'embed I H I ••• Embedment= 2125 in A •1 `�� �;' `(3 4 f',= 2500 psi .a •—• e,;= 0 in<—Eccen.Of Anchor r ; h,l= 1.426 in 1.5(h,�=2 25 in 1 Conc.thickness,t= 4 in lot �--1 #of Anchors,n= 2-anchors per connection Sx= 3.5 in Ase= 0.103 in2 Shear A 10wablas Tension Aso-able Steel Strength(0 75)mV„= 3303 lbs<__ACI 318-05 Eq D-20 Steel Strength(0 75)+N,a= 10043 lbs<--ACI 318-05 Eq D-3 Concrete breakout Y dir(0 75)�V,p= 960 lbs<---ACI 318-05 Eq D-22 Concrete Breakout(0 75)014 S,= 1283 lbs<—ACI 318-05 Eq D-5 Concrete breakout X dir.Single(0 75)Q V,Sp= 707 lbs<.-.ACI 318-05 Eq D-22 Pullout Strength(0 75)�Np„= 1058 lbs<—ACI 318-05 Eq D-14 Concrete breakout dir Both anchors(0.75)�V,sp= 1468 lbs c—ACI 318-05 Eq D-22 LC#1 LC#2 Concrete pryout(0 75)OV,pp= '1302 lbs<---ACI 318-05 Eq D-30 Factored Tension Load(Nu)= 0 lbs 64,2224947 lbs LC#1 LC#2 max tension stress ratio(TSR)= 0.000 OK 0,061 OK Factored Shear Load(V.)= 206 lbs 71 lbs No Uplift max shear stress ratio(VSR)= 0 215 OK 0.074 OK Combined shear and tension stress ratio(TSR+VSR)= 0 215<1 2 OK-LC#1(controls) USE: (2)3/8"0 Powers Wedge-Bolt+Screw Anchor 2 1/8"embed. ICC REPORT#ESR-2526 48V I �R. 78"Tall"V"5 Level 1435103757 T 6 Arlington,WA-3757 me RY IBC 2012/ASCE 7-10/2008 RMI SDH 03/10n4 11 2 x_X -1 2, —", Punching Shear Check: •—�- (Design per section 2254 ACI 318-05) Max.Factored Vertical Load(P.)= 1949 Ibs 1 • , 'e') 't ^V Ir 3 Slab Concrete Vc= 2500 psi 1 4• r ;:[;; Slab thickness(t)= 4 in, 1 1 �' J Rack Post X-X= 2 in. 1 a l �I Rack Post Y-Y= 2 in, ' «+ �1 b.= 24.00 in, 1 • _ p= 1.00 t o u 1 V.= 19200 Ibs Eq,(22-10) V„max= 12768 lbs Eq.(22-10) �.'`""-'`-" - �V„= 7661 Ibs `bp VJ4`V"= 0.254<1.0OX (Purcl-/ing Perlrne er) Slab tension based on Soil bearing area check: 2�'• ItEAIA F)RXXOD AT ONE END,FREE To DEILEC1 WRTICALLY BUT NOT Allowable soil bearing= 500 psi CTATL AT OriiER•--^t)N11•()RMLr I;�SgRItIt/tECT LOAD Max Vertical Load(Service)(P)= 1074 Ibs _.-.., Area reqd.for bearing(A„,)= 2.15 ft' Tow 14.1'onue.m led 4..1 "b"distance= 17.59 in A 711 11 Slab thickness(t)= 4.00 in v - - - - - S=(1")(t)'/6= 2.67 in"hn 4 4 M n••.(M 11W•.4� _ _ ��� �M.,(tension allowable)=Q7.5)[(f'j`l(S)= 600.00 in-lb/in l V M. (n11.W44 u.� sV+• ivu --7- Factored uniform bearing,wu=Pu I A,= 630 Ib/inlin 1 M• -0 1 M.=w„L'/3=(wu)[(b-(2"))l2)']13= 12757 in-Iblin-Dell End M1=84 in-lb/in .v�arr •���~�"� MAMRt= 0 213<1.0 O.K. . . . . . . . . . . ' Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 33 in r1 r- Slab thickness(t)= 4.0 in '.--" --'Z-IJD LET"' Modulus of Rupture,f,=7.5'SDRT(Tc)= 3750 psi y I Concrete Slab Section Modulus,S=b(t)2/6= 32.0 inslft Allowable Concrete Slab Bending Moment,M4i=S'f,= 1000.0 ft'Ibslfl Effective Cantilever Span Length(L.)at M,= 6.3 ft _ _ _ Total Length of Slab(h+Width of Single Rack)= 9.1 ft f-F F E-.',,"TI V�.. Trib Width of Slab=Tdb width of Rack= 8,0ft CANTILEVERED �-- Weight of Concrete Slab at Rack(P—)= 3630 Ibs - • C�� If _ Resisting Moment-Concrete Slab at Rack,MRST(—)=P....'Q2= 197634 in'lbs ""� 1..: ..Tr i.r f I`t i_ENGTiI`] (Lc_1 } Load Combination#1: MoT= 17486 in'lbs MRST(I—)+MRST(—)= 215667 in'lbs Total Overturning FOS= 12.345 OK Load Combination ill: MoT= 8084 in'lbs .-...--------•-- --._.,. -- :; MRST(-)+ MRsT(—)= 204234 in'lbs _ Total Overturning FOS= 25.265 OK — 48V 78"Tall'V"5 Level 1435103757 51IX 6 Arlington.WA-3757 Seismic Importance Factor= 1 5 Supported on Elevated Floor(YIN): No -d.By SDH 03110/14 Total Load per shelf= 150 Ibs---assumes(2)shelves per level Br #of Levels= 5 LEVEL IBC 2012 /ASCE 7-10/2008 RMI Uniform Weight per level= 2500 psflshelf Weight of Unit= 100# Upright Frame anchorage spacing(Trib width)= 8 R(Frames are assumed to be 4'-O"oc) Shelf depth(ea side)= 18 in Total Shelf Load I Level!Frame hs= 0 in hB= 0 in hr= 0 in hB= 0 in hB= 18 in 300 Ibs h,= 18 in 300lbs Js l;ihTll[I r{LU(- , hB= 18 in 300 [0�bs -'I -i DE [ hz= 18 in 300lbs hi- 6 in 300 Ibs _ Total Shelf Height,H,= 78 in Lf: Unit Height,H.= 78 in Unit Base Depth,D= 24 in Load Case 1'(Lo=e PW RMI w t2a ell)) Load Case 2'(LOW Ps wRMtrU 2.ae0)) h seismic(C,)(IR)= 0 285 WB Seismic(C.)(Ip)= 0.285 WB Total Wt,W.=(0 67)[0.67PL]+DL= 1446.7 Ibs Total Wt,W,=(0 67)[(1)PL]+DL= 502 Ibs - `�--- Base Shear,V=CBI^= 412 0 Ibs Base Shear,V=Cj^= 143.0 Ibs Horizontal forces per level,F.=CV(RMI eed2 6 6) Horizontal forces per level,F,=C„,V(RMI BBa2 6 e) A - --- (Service Loads,E=0 7) F.= 00 Ibs @ 0 in(CM) (Service Loads) FB= 00 Ibs FB= 0.0 Ibs @ 0 in(CM) FB= 0 0 Ibs Fr= 0 0 Ibs @ 0 in(CM) F,= 0.0 Ibs -- FB= 001bs@0in(CM) FB= 0.0 Ibs _ --- FB= 970 Ibs @ 84 in(CM) FB= 92.9 Ibs @ 84 in ,I FI= 76 2 Ibs @ 66 in(CM) F,= 0.0 Ibs F3= 554 Ibs @ 48 in(CM) FB= 0.0 Ibs F,= 34.7 Ibs @ 30 in(CM) Fz= 0,0 Ibs Ft= 139 Ibs d.1T 12 In(CM) rt- 0.0 Ibs F.= 112 Ibs @ 39 in(CM) F.= 7.2 Ibs @ 39 in Check Single Frame I Bay Overturning Stabildyr Yf;= 412 0 Ibs(@ Factored Loads) If;= 143.0 Ibs(@ Factored Loads) K,,(LC#1)= 9347 la-Ibs MRsr(LC#1)- 13260 mobs Calculate Overturning Moment(Service),MOT=Ff,h; Calculate Overturning Moment(Service),MOT=Ifih, FOS=MRSTI MOT= 1.419 <1.0-AB Reqd MOT= 17486 in-Ibs MOT= 8084 in-Ibs MOT(LC#2)= 4847 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRBT MRST(LC#2)= 4800 in-Ibs MRBT= 13260 in-Ibs MRBT= 4B00 in-Ibs FOS=MRSTI MOT= 0 990 <15-AB Reqd Factor of Safety Factor of Safety - Abs Read-FOS<1.5 for L:#1 and LC#2 FOS=0.76 FOS=0.59 UP LIF I'ANCHURS REQUIRED UPLIF r ANCHORS R:_QUIREf1 'Load cases are per ASCE 7-05 sect.15.5.3.2 Reactions(Service Loads): LC 81 LC#2 R,= 144 Ibs 50 Ibs Rr= 176 Ibs(Uplift) 136,814151 Ibs(Uplift) a a v Overturning FOS= 0 758<1.5-Provide ABs 0-594<1.5 �s —L104T WORE STEEL ANC-#OR Abs Red ABs Red ;;I STRAP 11 114-W a 220A n 11 q q ) [ =' PLACE STRAP ANCItORE AT EACH ENO FRAME AID a'-0'- Reactions(Factored Loads): LC#1 LC#2 a i v i A IMAXIAT 1WERIQR FRAMES, 'rYPIUNO Base Sheaf(Hj= 2Ub Ibs 71 Ibs Net Uplift(R„)= 252 Ibs 195.448787 Ibs Overturning+Gravity(P.)- 2373 Ibs 036 Ibs `2>A.NCHCSR 66LYG PER STRAP Anchor Design(using"Cracked Concrete"Properties) Try.318-0 Powers Wedge-Boll+Screw Anchor 2 118'ambeii Embedment= 2125 in 2500 psi e,;= 0 in<--Eccen Of Anchor ' It;= 1 426 in 1 5(h.;)=2 25 in Conc thickness,l= 4 in #of Anchors,n= 2-anchors per connection Sx= 3.5 in Ase= 0.103 in' Shear Allowables Tension Allowable s Steel Strength(0.75)yV_- 3303 Ibs< ACI 318-05 Eq D-20 Steel Strength(0-75)ON®= 10043 Ibs<_-ACI 318-05 Eq D-3 Concrete breakout dir.(0.75)QV.BB= 960 Ibs<--ACI 318-05 Eq D-22 Concrete Breakout(0 75)ON,w= 1283 Ibs< ACI 318-05 Eq D-5 Concrete breakout X dir.Single(0.75)�V.BB= 707 Ibs<---ACI 318-05 Eq D-22 Pullout Strength(0 75)�NB.= 1058 Ibs<-_ACI 318-05 Eq D-14 Concrete breakout X dir.Both anchors((1.75)�V,w= 1468 Ibs<_-ACI 318-05 Eq D-22 LC#1 LC#2 Concrete pryout(0.75)¢V.Pe= 1382 Ibs<---ACI 318-05 Eq D-30 Factored Tension Load(N.)= 252 Ibs 195 448787 Ibs LC#1 LC#2 max tension stress ratio(TSR)= 0,238 OK 0.185 OK Factored Shear Load(V.)= 206 Ibs 71 Ibs max shear stress ratio(VSR)= 0.215 OK 0.074 OK Combined shear and tension stress ratio(TSR+VSR)= 0 452<1 2 OK-LC#1(controls) USE: (2)3/8"0 Powers Wedge-Bolt+Screw Anchor 2 1/8"embed. ICC REPORT#ESR-2526 36 V 78"Tall'V"5 Level 1435103757 R. 6 a 6 Arlin on WA-3757 IBC 2012/ASCE 7-10/2008 RMI SDrfr 03/10/14 Hf X�--X 1.1-1/J ".• Punching Shear Check: 7'—� (Design per section 22 5 4 ACI 318-05) Max Factored Vertical Load(P„)= 2373 Ibs I • '1 T Slab Concrete Vc= 2500 psi Slab thickness(t)= 4 in Rack Post X-X= 2 in 1 I Rack Post Y-Y= 2 in •i. bo= 24.00 in. P= 1.00 1 I rJ V•= 19200 Ibs Eq.(22-10) j - V„max= 12768 Ibs Eq.(22-10) C`__—'----"— Ir — �v�= 7661 ms (Punching Perir`w leer) V,�QVR= 0.310<1.0 O.K. I 2e. 8LAM f'fXCG AT ONE ENO-rnEE TO DEf LLCI VERTICALLY eUT NOT Slab tension based on Soil bearing area check: iYLa t7'ft1LfY t)MIiOHMLY Ii357fr19UTED LOAD Allowable soil bearing= 500 psf IAU AT Max Vertical Load(Service)(P)= 1223 Ibs f Area reqd for bearing(A„q)= 2.45 ft Tow gvli.Uwferm lord ..a„r "b"distance= 18.77 in it Slab thickness(t)= 4.00 in V. - S=(1")(t)'/6= 2.67 in'lin w...a..�n n.re.re) -�• W,(tension allowable)=Q7.5)[(f'.)"](S)= 600.00 in-lblin 'I, w, �..e.rw•r,..r� t"r' Factored uniform bearing,w.=P„I A„0= 6.74 Ib/in/in a•.n j _ w. t M.=w„L2/3=(w„)[(b-(2"))l2)2l/3= 157.62 in-lb/in-Deft.End M1=79 in-lb/in f- .root •q• ��� w.,. MAMnc= 0.263<1.0 O.K. w-..r w: a. .,io._..:• .a �- Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 24 in Slab thickness(1)= 4.0 in A Modulus of Rupture,f,=7 5'SQRT(fc)= 375.0 psi ; Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'Ift Allowable Concrete Slab Bending Moment,M.o=S-f,= 1000.0 ft'Ibs/ft — Effective Cantilever Span Length(L.)at Mrs= 6.3 ft T Total Length of Slab(h+Width of Single Rack)= 8.3 It F FI I;:.i !IV Fr Tdb.Width of Slab=Trib width of Rack= 8.0 ft I CANTILEV rrER [[ED Weight of Concrete Slab at Rack(PPo„.)= 3330 Ibs .00 — SLAB Resisting Moment-Concrete Slab at Rack,MRST(mq=P—*Q2= 16631 SPAN in'Ibs Load Combination#1: M-= 17486 in'Ibs - MRST(—)+MRST(ran)= 179576 IMlbs (j] Total Overturning FOS= 10.270 OK Load Combination#2: M-= 8084 in'Ibs MRsT(..k)+MRST(—)= 171116 in'lbs ............. ..._� Total Overturning FOS= 21.168 OK 36V .. t:: r �- et 1 I a U ICC EVALUATION .-$ SERVICE Most Widely Accepted and Trusted IMES Evaluation Report ESR-2526* Reissued July 1, 2012 This report is subject to renewal June 1, 2014. www.icc-es.org 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 03 00 00—CONCRETE cracked and uncracked normal-weight concrete and sand- Section:03 16 00—Concrete Anchors lightweight concrete having a specified compressive strength, C, of 2,500 psi to 8,500 psi (17.2 MPa to DIVISION: 05 00 00—METALS 58 6 MPa) Section: 05 05 19—Post-Instalied Concrete Anchors The 1/4-inch-, 3/8-inch- and 1/2-inch-diameter (6.4 mm, REPORT HOLDER: 9.5 mm and 12.7 mm) anchors may be installed in the topside of cracked and uncracked [1/4-inch (6.4 mm) POWERS FASTENERS,INC. uncracked only] normal-weight or sand-lightweight 2 POWERS LANE concrete-filled steel deck having a specified compressive BREWSTER, NEW YORK 10609 strength, C, of 2,500 psi to 8,500 psi (17.2 MPa to (914)235-6300 or(800)524-3244 58.6 MPa). www.powers.com The 3/8-inch- to 5/8-inch-diameter (9.5 mm to 15 9 mm) engineerinsl aApowers.com anchors may be installed in the soffit of cracked and uncracked normal-weight or sand-lightweight concrete- ADDITIONAL LISTEES: filled steel deck having a minimum specified compressive strength, CC, of 3,000 psi(20.7 MPa). DEWALT(STANLEY BLACK&DECKER, INC.) The anchors are an alternative to cast-in-place anchors 701 EAST JOPPA ROAD described in Section 1908 and 1909 of the 2012 IBC, TOWSON, MARYLAND 21286 Sections 1911 and 1912 of the 2009 and 2006 IBC, and www.dewalt.com Sections 1912 and 1913 of the 2003 IBC. The anchors L.H. DOTTIE may also be used where an engineered design is 6131 SOUTH GARFIELD AVENUE submitted in accordance with Section R301.1 3 of the IRC. COMMERCE,CALIFORNIA 90040 3.0 DESCRIPTION [aneAl lid ottie.com 3.1 General: THE HILLMAN GROUP Wedge-Bolt+ screw anchors are comprised of an anchor 10590 HAMILTON AVENUE body with hex washer head. Product names corresponding CINCINNATI,OHIO 45231 to report holder and additional listees are presented in infoAhillmanaroumcom Table A of this report. Available diameters are 1/4 inch, 3/8 inch, 1/2 inch, 5/8 inch and 3/4 inch (6.4 mm, 9.5 mm, EVALUATION SUBJECT: 12 7 mm, 15.9 mm and 19.1 mm). The anchor body and hex washer head are manufactured from low-carbon steel POWERS WEDGE-BOLT®+ SCREW ANCHORS IN which is case hardened and have minimum 0 0002-inch CRACKED AND UNCRACKED CONCRETE (5 um) zinc plating in accordance with ASTM B633 or minimum 0.0021-inch (53 pm) mechanical zinc plating in 1.0 EVALUATION SCOPE accordance with ASTM B695, Class 55 The Powers Compliance with the following codes: Wedge-Bolt+screw anchor is illustrated in Figure 2 The hex head of the anchor is formed with an integral ■ 2012, 2009, 2006 and 2003 International Building washer and serrations on the underside. The anchor body Code®(IBC) is formed with dual lead threads and a chamfered tip. The ■ 2012, 2009, 2006 and 2003 International Residential screw anchors are installed in a predrilled hole with a Code®(I RC) powered impact wrench. The threads on the anchor tap Property evaluated: into the sides of the predrilled hole and interlock with the base material during installation. Structural 3.2 Concrete: 2.0 USES Normal-weight and sand-lightweight concrete must The Powers Wedge-Bolt®+ screw anchors are used to conform to Sections 1903 and 1905 of the IBC, as resist static, wind and seismic tension and shear loads in applicable 'Revised June 2013 /CC-LS Lvalualion Reports are not to be construed as representing aesthetics or any other attributes nor specifically addressed,nor are they to he cnnetroed as an endorsement o/Yhe subject o/7he report or a recommendation for its use There is no warranty by lCC/i valuation Service,LLC,express or utytlhed as �+ to any finding or other matter in this report,or as to any produce covered by the report �i �a—6, Copyright 0 2013 Page 4of 12 i ESR-2526 I Most Widely Accepted and Trusted Page 2 of 12 3.3 Steel Deck Panels: anchor or a group of anchors, in accordance with ACI 318 Steel deck panels must comply with the configuration in D.5 3 in cracked and uncracked concrete, Np,cr and Np,uncr, Figure 4 and Figure 5 of this report and have a minimum respectively, is given in Table 2 In lieu of ACI 318 D 5.3.6 base-metal thickness of 0.035 inch (0 89 mm) (No 20 (Pc,P= 1.0 for all design cases. In accordance with ACI 318 gage) Steel deck must comply with ASTM A653/A 653M D 5 3 2, the nominal pullout strength in cracked concrete SS Grade 36, and have a minimum yield strength of 36 ksi can be adjusted by calculation according to Eq-1: (248 MPa). FY_5�0 4.0 DESIGN AND INSTALLATION Npn,Pc=Np,cr (Ib, pSl) (Eq-1) 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying Npn,fc=Np,cr rf., (N, MPa) with the 2012 and 2003 IBC , as well as Section R301.1.3 of the 2012 and 2003 IRC, must be determined in where fc is the specified concrete compressive strength. accordance with ACI 318-11 Appendix D and this report. Where values for Np,cr or Np,uncr are not provided in Table Design strength of anchors complying with the 2009 IBC, 2 of this report, the pullout strength in tension need not be as well as Section R301.1.3 of the 2009 IRC, must be evaluated determined in accordance with ACI 318-08 Appendix D and this report. The nominal pullout strength in tension of anchors installed in the upper and lower flute soffit of sand- Design strength of anchors complying with the 2006 IBC lightweight or normal-weight concrete-filled steel deck floor and Section R301.1.3 of the 2006 IRC must be in and roof assemblies, as shown in Figure 5, is provided in accordance with ACI 318-05 Appendix D and this report Table 2. In accordance with ACI 318 D 5 3.2, the nominal Design examples according to the 2012 IBC are given in pullout strength in cracked concrete can be adjusted by Figures 7, and 8 of this report. calculation according to Eq-1, whereby the value of Np,deck,cr must be substituted for Np,c,and the value of 3,000 Design parameters provided in Table 2 and Table 3 of psi (20 7 MPa) must be substituted for the value of 2,500 this report are based on the 2012 IBC (ACI 318-11) unless psi (17 2 MPa) in the denominator. noted otherwise in Section 4.1.1 through 4.1.12 of this report. In regions where analysis indicates no cracking in The strength design of anchors must comply with ACI accordance with ACI 318 D 5 3.6, in the upper and lower flute soffit of sand-lightweight or normal-weight concrete 318 D.4.1, except as required in ACI 318 D.3.3 Strength filled steel deck floor and roof assemblies, the nominal reduction factors, ¢ as given in ACI 318-11 DA 3, and pullout strength in tension of the anchors can be adjusted noted in Table 2 and Table 3 of this report, must be used by calculation according to Eq-2: for load combinations calculated in accordance with Section 1605 2.1 of the IBC and Section 9.2 of ACI 318. Npn,Pc=Np,deck,uncr f (lb, psi) (Eq-2) Strength reduction factors, 0, as given in ACI 318-11 D 4 4 3,000 must be used for load combinations calculated in accordance with Appendix C of ACI 318. The value of f� used in the calculation must be limited to a maximum of Npn,Pc=Np,deck,uncr (N, MPa) 8,000 psi (55.2 MPa), in accordance with ACI 318-11 20"� D.3 7 where V is the specified concrete compressive strength. 4.1.2 Requirements for Static Steel Strength in 4.1.5 Requirements for Static Steel Strength in Shear Tension, Nsa:The nominal static steel strength of a single Shear Capacity, Vsa: The nominal steel strength in shear, anchor in tension, Nsa, calculated in accordance with ACI Vsa, of a single anchor in accordance with ACI 318 D.6.1.2 318 D.5.1.2, is given in Table 2 of this report Strength is given in Table 3 of this report and must be used in lieu of reduction factors,0, corresponding to brittle steel elements the values derived by calculation from ACI 318-11, Eq. D- must be used 29. Strength reduction factors,0, corresponding to brittle 4.1.3 Requirements for Static Concrete Breakout steel elements must be used. Strength in Tension, Ncb or Ncbg: The nominal concrete The nominal shear strength of anchors installed in the breakout strength of a single anchor or a group of anchors soffit of sand-lightweight or normal-weight concrete filled in tension, Ncb or Ncbq, respectively must be calculated in steel deck floor and roof assemblies, Vsa,deck, as shown in accordance with ACI 318 D.5.2, with modifications as Figure 5, is given in Table 3 of this report in lieu of the described in this section The basic concrete breakout values derived by calculation from ACI 318-11, Eq D-29 strength of a single anchor in tension in cracked concrete, 4.1.6 Requirements for Static Concrete Breakout Nb, must be calculated according to ACI 318 D 5.2.2, using Strength in Shear, Vcb or Vcbg: The nominal concrete the values of hef and kcr as given in Table 2 of this report. breakout strength of a single anchor or group of anchors The nominal concrete breakout strength in tension in in shear, Vcb or Vcbg, must be calculated in accordance regions where analysis indicates no cracking in with ACI 318 D.6 2, with modifications as described in accordance with ACI 318 D.5.2.6 must be calculated with this section. The basic concrete breakout strength of a the value of kuncr as given in Table 2 of this report and with single anchor in shear, Vb, must be calculated in UJc,N= 1 0 accordance with ACI 318 D 6 2.2 using the value of t'e For anchors installed in the soffit of sand-lightweight or and da(do)given in Table 3 of this report. normal-weight concrete filled steel deck floor and roof For anchors installed in the topside of concrete-filled assemblies, as shown in Figure 5, calculation of the steel deck assemblies, the nominal concrete breakout concrete breakout strength in accordance with ACI 318 strength of a single anchor or group of anchors in shear, D 5 2 is not required Vcb or Vcbg, must be calculated in accordance with 4.1.4 Requirements for Static Pullout Strength in ACI 318 D.6.2 using the actual member topping Tension, Np,,: The nominal pullout strength of a single thickness, hmin,deck, in the determination of A, Minimum i ,i ESR-2526 I Most Widely Accepted and Trusted Page 3 of 12 member topping thickness for anchors in the topside of For anchors installed in the soffit of sand-lightweight or concrete-filled steel deck assemblies is given in Table 1 normal-weight concrete-filled steel deck floor and roof of this report assemblies, the nominal pullout strength in tension for For anchors installed in the soffit of sand-lightweight or seismic loads, Npdeck,eq, is provided in Table 2 and must be normal-weight concrete filled steel deck floor and roof used in lieu of Np,c,. Np,deck,eq may be adjusted by assemblies, as shown in Figure 5, calculation of the calculations for concrete compressive strength in concrete breakout strength in accordance with ACI 318 accordance with Eq-1 of this report where the value of D 6 2 is not required. 3,000 psi or 20.7 MPa must be substituted for the value of 2,500 psi or 17.2 MPa in the denominator Strength in Shear, VcP or VcP9: The nominal concrete Requirements for Static Concrete Pryo 4.1.8.3 Seismic Shear: The nominal concrete breakout Stre anchors shear must be pryout strength of a single anchor or group of anchors, Vcp calculated according to ACI strength and pryout strength for an an D.rs i and D.6.3, as or Vcpq, must be calculated in accordance with ACI 318 described in Sections 4.1.6 and 4 1.7 of this report In v 6 3, using the value cp provided in Table 3 and the accordance with ACI 318 D.6 1 2, the appropriate value for value of Nob or Ncbq as calculated in Section 4.1.3 of this nominal steel strength in shear for seismic loads, Vsa,eq report described in Table 3 of this report, must be used in lieu of For anchors installed in the soffit of sand-lightweight or Vsa, normal-weight concrete filled steel deck floor and roof For anchors installed in the soffit of sand-lightweight or assemblies, as shown in Figure 5, calculation of the normal-weight concrete-filled steel deck floor and roof concrete pryout strength in accordance with ACI 318 D.6.3 assemblies, as shown in Figure 5,the appropriate value for is not required. nominal steel strength in shear for seismic loads, Vm,aeck,eq, 4.1.8 Requirements for Seismic Design: described in Table 3 must be used in lieu of Vsa. 4.1.8.1 General: For load combinations including 4.1.9 Requirements for Interaction of Tensile and seismic loads, the design must be performed in Shear Forces: The effects of combined tensile and shear accordance with ACI 318 D 3 3 For the 2012 IBC, Section forces must be determined in accordance with ACI 1905 1 9 shall be omitted Modifications to ACI 318 D.3.3 318 D.7. shall be applied under Section 1908.1.9 of the 2009 IBC or 4.1.10 Requirements for Critical Edge Distance, cac: In Section 1908 1.16 of the 2006 IBC, as applicable, or the applications where c< cac and supplemental reinforcement following: to control splitting of the concrete is not present, the ACI 318 SECTION CODE concrete breakout strength in tension for uncracked CODE D.3.3 EQUIVALENT concrete, calculated according to ACI 318 D.5.2, must be SEISMIC REGION DESIGNATION further multiplied by the factor Wcp,N given by Eq-3: Seismic Design C 2003 IBC Moderate or high Categories qlcp,N = (Eq-3) and 2003 IRC seismic risk Car, C,D,E and F whereby the factor gicp,N need not be taken less than The nominal steel strength and nominal concrete c , breakout strength for anchors in tension, and the nominal For all other cases, g/cp,N = 1.0. In lieu of using ACI 318 concrete breakout strength and pryout strength for anchors D.8 6, values of cac provided in Table 1 of this report must in shear, must be calculated according to ACI 318 D 5 and be used. D.6, respectively, taking into account the corresponding 4.1.11 Requirements for Minimum Member Thickness, values in Table 2 and Table 3 of this report. Minimum Anchor Spacing and Minimum Edge The anchors comply with ACI 318 D 1 as brittle steel Distance: In lieu of ACI 318 D 8 1 and D.8.3, values of smin elements and must be designed in accordance with ACI and cmin as given in Table 1 of this report must be used In 318-11 D 3.3.4, D 3.3.5, D.3.3.6 or D.3 3.7; ACI 318-08 lieu of ACI 318 D 8.5, minimum member thicknesses, hmin,D.3 3 5 or D.3 3.6; or ACI 318-05 D 3 3 5, as applicable as given in Table 1 of this report must be used The 1/4-inch-diameter (6.4 mm) anchors must be limited For anchors installed in the topside of concrete-filled to installation in regions designated as IBC Seismic Design steel deck assemblies, the anchors must be installed in Categories A and B only. The 3/8-inch-diameter(9.5 mm), accordance with Table 1 and Figure 4 of this report. '/,inch-diameter (12.7 mm), 5/8-inch-diameter (15.9 mm) For anchors installed through the soffit of steel deck and 3/4-inch-diameter(19.1 mm) anchors may be installed assemblies, the anchors must be installed in accordance in regions designated as IBC Seismic Design Categories A with Figure 5 and shall have an axial spacing along the through F. flute equal to the greater of 3hefor 1.5 times the flute width. 4.1.8.2 Seismic Tension: The nominal steel strength 4.1.12 Requirements for Sand-lightweight Concrete: and nominal concrete breakout strength for anchors in For ACI 318-11 and ACI 318-08,when anchors are used in tension must be calculated according to ACI 318 D 5.1 and sand-lightweight concrete, the modification factor A, or A, D 5 2, as described in Sections 4.1 2 and 4 1 3 of this respectively, for concrete breakout strength must be taken report. In accordance with ACI 318 D.5.3.2, the appropriate as 0.6 in lieu of ACI 318-11 D 3.6 (2012 IBC) or ACI 318- value for nominal pullout strength in tension for seismic 08 D 3 4 (2009 IBC). In addition, the pullout strength Np,cr, loads, Np,eq described in Table 2 of this report, must be and Np,,g must be multiplied by 0.6, as applicable. used in lieu of Np. Np,eq may be adjusted by calculations for For ACI 318-05, the values Nb, Np,eq, Np,c,, and Vb concrete compressive strength in accordance with Eq-1 of determined in accordance with this report must be this report. multiplied by 0 60, in lieu of ACI 318 D 3 4 Where values for Np,eq are not provided in Table 2, the For anchors installed in the soffit of sand-lightweight pullout strength in tension for seismic forces need not be concrete-filled steel deck and floor and roof assemblies, as evaluated. shown in Figure 5 this reduction is not required i i i ESR-2526 I Most Widely Accepted and Trusted Page 4 of 12 4.2 Allowable Stress Design(ASD): For installation in the topside of concrete-filled steel deck 4.2.1 General: Design values for use with allowable assemblies, installation must comply with Figure 4. stress design load combinations calculated in accordance For installation in the soffit of concrete on steel deck with Section 1605.3 of the IBC must be established using assemblies, the hole diameter in the steel deck must not the following equations: exceed the diameter of the hole in the concrete by more q1Nthan 1/8 inch (3.2 mm). For member thickness and edge Tallowable,ASD = v (Eq-4) distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figure 5. Vallowable,ASD = ��n (Eq-5) 4.4 Special Inspection: where: Periodic special inspection is required, in accordance with Tanowable,ASD = Allowable tension load (Ibf or kN) Section 1705.1.1 and Table 1705.3 of the 2012 IBC; Section 1704.15 and Table 1704.4 of the 2009 IBC; or Vallowable,ASD = Allowable shear load(Ibf or kN) Section 1704.13 of the 2006 and 2003 IBC, as applicable. 01Vn Lowest design strength of an anchor or The special inspector must make periodic inspections anchor group in tension as determined during anchor installation to verify anchor type, anchor in accordance with ACI 318 Appendix D, dimensions, concrete type, concrete compressive strength, Section 4.1 of this report and 2009 IBC hole dimensions, drill bit size and type, anchor spacing, Section 1908.1.9 or 2006 IBC Section edge distances, concrete thickness, anchor embedment, 1908.1.16,as appropriate(Ibf or kN). maximum impact wrench power and adherence to the manufacturer's printed installation instructions. The special OVn Lowest design strength of an anchor or inspector must be present as often as required in anchor group in shear as determined in accordance with the"statement of special inspection." accordance with ACI 318 Appendix D, 5.0 CONDITIONS OF USE Section 4.1 of this report and 2009 Section 1908.1.9 or 2006 IBC Section The Powers Wedge-Bolt®+screw anchors described in this 1908.1.16,as appropriate(Ibf or M), report comply with, or are suitable alternatives to what is a = Conversion factor calculated as a specified in,those codes listed in Section 1.0 of this report, weighted average of the load factors for subject to the following conditions: the controlling load combination. In 5.1 The anchors must be installed in accordance with the addition, a must include all applicable manufacturer's published installation instructions and factors to account for nonductile failure this report. In case of a conflict, this report governs. modes and required over-strength. 5.2 Anchor sizes, dimensions, and minimum embedment Limits on edge distance, anchor spacing and member depths are as set forth in this report. thickness as given in Table 1 of this report must apply. An example of Allowable Stress Design tension values for 5.3 The 1/4-inch (6.4 mm) anchors must be installed in illustrative purposes is shown in Table 4 of this report. s uncracked concrete and sand-lightweight concrete, /B-inch to 3/4-inch (9.5 mm to 19.1 mm) anchors must 4.2.2 Interaction of Tensile and Shear Forces: The be installed in cracked and uncracked normal-weight interaction must be calculated and consistent with ACI 318 concrete and sand-lightweight concrete having a D.7, as follows: specified compressive strength, f', of 2,500 psi to For shear loads V <_ 0.2Vallowable,ASD, the full allowable 8,500 psi(17.2 MPa to 58.6 MPa). load in tension Tsllowable,ASD must be permitted. 5.4 The 3/8-inch to 1/2-inch (9.5 mm to 12.7 mm) anchors For tension loads T <_ 0.2Tallowable,ASD, the full allowable must be installed in the topside of cracked load in shear Vallowable,ASD must be permitted. and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum specified For all other cases: T + :51.2 (Eq-6) compressive strength, f', of 2,500 psi to 8,500 psi rallowable Vallowable (17.2 MPa to 58.6 MPa). 4.3 Installation: 5.5 The 3/8-inch to 5/8-inch (9.5 mm to 15.9 mm) anchors Installation parameters are provided in Table 1, Figure 1, must be installed in the soffit of cracked Figure 4 and Figure 5 of this report.Anchor locations must and uncracked normal-weight or sand-lightweight comply with this report and plans and specifications concrete-filled steel deck having a minimum specified approved by the code official. The Wedge-Bolt+ screw compressive strength, f',, of 3,000 psi(20.7 MPa). anchors must be installed according to manufacturer's 5.6 The values of f' used for calculation purposes must published installation instructions and this report. Anchors not exceed 8,000 psi(55.2 MPa). must be installed in holes drilled using carbide- tipped masonry drill bits (Wedge-bits) supplied by 5.7 Strength design values must be established in Powers Fasteners, and complying with the tolerances accordance with Section 4.1 of this report. given in Table 1, Figure 4 and Figure 5. The nominal 5.8 Allowable design values must be established in Wedge-bit diameter must be equal to the nominal anchor accordance with Section 4.2 of this report. size. Anchors are permitted to be loosened and retightened to 5.9 Anchor spacing(s) and edge distance(s), and facilitate attachment, realignment, etc. The Powers minimum member thickness, must comply with Wedge-Bolt+ screw anchors may be loosened by a Table 1, Figure 4 and Figure 5 of this report. maximum of one full turn and retightened with a torque 5.10 Prior to installation, calculations and details wrench or powered impact wrench to facilitate fixture demonstrating compliance with this report must be attachment or realignment. Complete removal and submitted to the code official. The calculations and reinstallation of the anchor is not allowed. details must be prepared by a registered design i 4 ESR-2526 I Most Widely Accepted and Trusted Page 5 of 12 professional where required by the statutes of the 5.15 Anchors have been evaluated for reliability against jurisdiction in which the project is to be constructed. brittle failure and found to be not significantly sensitive 5.11 Since an ICC-ES acceptance criteria for evaluating to stress-induced hydrogen embrittlement. data to determine the performance of anchors 5.16 Use of carbon steel anchors with zinc plating in subjected to fatigue or shock loading is unavailable at accordance with ASTM B633 as described in Section this time, the use of these anchors under such 3.1 of this report is limited to dry, interior locations. conditions is beyond the scope of this report. Use of anchors in an interior damp environment must 5.12 The 3/8-inch-to 3/4-inch-diameter(9.5 mm to 19 1 mm) have mechanical zinc plating in accordance with anchors may be installed in regions of concrete where ASTM B695, Class 55. cracking has occurred or where analysis indicates 5.17 Steel anchoring materials in contact with preservative- cracking may occur (ft > fr), subject to the conditions treated and fire-retardant-treated wood must be of this report zinc-coated Minimum coating weights for zinc-coated 5.13 The 1/4 inch-diameter(6 4 mm) anchors may be used steel must comply with ASTM B695, Class 55. Exception', Anchors with a diameter of /Z inch to resist short-term loading due to wind forces and for (12 7 mm)or greater under the IRC. seismic load combinations limited to locations designated as Seismic Design Categories A and B 5.18 Special inspection must be provided in accordance under the IBC, subject to the conditions of this report. with Section 4.4. The 3/9-inch-to 3/4-inch-diameter(9.5 mm to 19 1 mm) 5.19 Anchors are manufactured under an approved quality anchors may be used to resist short-term loading due control program with inspections by CEL Consulting to wind or seismic forces (Seismic Design Categories (AA-639). A through F under the IBC), subject to the conditions 6.0 EVIDENCE SUBMITTED of this report. 6.1 Data in accordance with the ICC-ES Acceptance 5.14 Anchors are not permitted to support fire-resistance- Criteria for Mechanical Anchors in Concrete Elements rated construction Where not otherwise prohibited by (AC193), dated June 2012, which incorporates code, Wedge-Bolt+ anchors are permitted for requirements in ACI 355 2-07 / ACI 355.2-04, for installation in fire-resistance-rated construction use in cracked and uncracked concrete; including provided that at least one of the following conditions optional service-condition Test 18 and Test 19 is fulfilled: (AC193, Annex 1, Table 4 2) for seismic tension • The 1/4-inch (6 4 mm) anchors are used to resist and shear wind forces or seismic forces in regions as set forth 6.2 Quality control documentation in Section 5 11 of this report only. 7.0 IDENTIFICATION • The 3/6-inch to 3/4-inch (9.5 mm to 19 1 mm) The Wedge-Bolt+ screw anchors are identified in the field anchors are used to resist wind or seismic by dimensional characteristics and packaging. A diameter forces only. and length marking is stamped on the hex head of each • Anchors that support a fire-resistance-rated screw anchor, along with a plus sign;these are visible after envelope or a fire-resistance-rated membrane, are installation. Packages are identified with the anchor name; protected by approved fire-resistance-rated part number; type; anchor size and length; quantity; the materials, or have been evaluated for resistance to company name as set forth in Table A of this report; the fire exposure in accordance with recognized name of the inspection agency (CEL, AA-639); and the standards evaluation report number(ICC-ES ESR-2526) • Anchors are used to support nonstructural elements. TABLE A—PRODUCT NAMES BY COMPANY COMPANY NAME PRODUCT NAME Powers Fasteners, Inc. Wedge-Bolt+ DEWALT(Stanley Black&Decker, Inc) Wedge-Bolt+ L. H.Dottie Co. Dottie Wedge-Bolt+ The Hillman Group Hillman Wedge-Bolt+ TABLE B—MEAN AXIAL STIFFNESS VALUES,R,FOR WEDGE-BOLT+SCREW ANCHORS IN NORMAL-WEIGHT CONCRETE' CONCRETE STATE UNITS NOMINAL ANCHOR DIAMETER '/4 inch 3/6 inch '/Z inch 5/6 inch '/4 inch Uncracked concrete 10'Ibf/in. 400 8200 7700 9900 10000 (kN/mm) (70) (1435) (1347) (1732) (1750) Cracked concrete 103 Ibf/in. - 2200 2500 4100 3900 (kN/mm) (385) (437) (717) (682) Mean values shown,actual stiffness varies considerably depending on concrete strength,loading and geometry of application. i ESR-2526 I Most Widely Accepted and Trusted Page 6 of 12 TABLE 1—POWERS WEDGE-BOLT+SCREW ANCHOR INSTALLATION SPECIFICATIONS' Anchor Property/ Notation Units Nominal Anchor Size(inch) Setting Information /4 16 112 6/6 3/4 Nominal anchor diameter da[dn 15 (mm) (6.4) (9 5) (12.7) (15.9) 09 1) Minimum diameter of hole in. '/16 1/16 '/16 11/16 13/16 clearance in fixture dh (mm) (7 9) (11 1) (14 3) (17,5) (20.6) 3/6 Nominal drill bit diameter dr,a in 1/4 1/2 5/6 3/4 Wedge-bit Wedge-bit Wedge-bit Wedge-bit Wedge-bit Wedge-bit tolerance range in 0 255 to 0.259 0.385 to 0.389 0 490 to 0 495 0.600 to 0 605 0.720 to 0.725 Minimum nominal in. 13/4 2'/6 2i/2 3/2 3'/4 4°/6 4'/4 embedment depth boom (mm) (44) (54) (64) (89) (83) (111) (108) Effective embedment hef in 1.100 1.425 1 650 2.500 2.145 3,100 2.910 (mm) (28) (36) (42) (64) (55) (79) (74) Minimum hole depth h" in 2 21/4 23/4 4 4 5 5 mm (51) (57) (70) (102) (101) (127) (127) Minimum overall in. 2 2'/2 3 4 4 5 5 anchor length 2 eanch (mm) (51) (64) (76) (102) (102) 1 (127) (127) Maximum impact wrench T c eW ft.-lb. 115 245 300 350 400 power(torque) (N-m) 1 (156) 1 (332) 1 (407) (475) (542) Impact wrench/socket size - in. '/16 '/16 3/4 15/16 1'/6 Head height in r/32 11/64 '/16 1/2 19/32 Anchors Installed in Concrete Construction Minimum concrete member h in. 3'/4 31/2 4 4 6 6 7 7 thickness' m'" (mm) (83) (89) (102) (102) (152) (152) (178) (178) 1 in 1'/2 11/2 13/4 13/4 13/4 13/4 13/4 1314 Minimum edge distance cm," (mm) (38) (38) (44) (44) (44) (44) (44) (44) Minimum spacing distance' smin in. 2 21/2 2'/2 31/2 2'/2 33/4 3 41/2 (mm) (51) (64) (64) (89) (64) (95) (76) (114) Critical edge distance' cap in. 2'/2 4 23/4 4 4% 5 5 6 (mm) 1 (64) 1 (102) 1 (70) 1 (102) 1 (114) (127) 1 (127) 1 (152) Anchors Installed in the Topside of Concrete-filled Steel Deck Assemblies3 Minimum member topping in. 3'/4 3'/4 31/4 thickness hmmdeck (mm) (83) (83) (83) in. 1'/2 1'/2 1'/4 T 1? 2Minimum edge distance Cmin,deck,top 9 (mm) 38) (38) (44) o In. 2 2'/2 3 Z a Z.a Z a LL) .6L o 0 Minimum spacing distance in. (mm) (51) 1 (64) (76) Q Q Q Critical edge distance Ca in- 2 /4 31/2 g c,deck,top /2 2(mm) 1 (64) 1 (70) (89) Anchors Installed Through the Soffit of Steel Deck Assemblies into Concrete Minimum member thickness h in 31/4 3'/4 31/4 3'/4 31/4 min,deck (mm) gD (83) (83) (83) (83) (83) m Minimum edge distance Cmin n o 11/4 11/4 1'/4 11/4 114 0 (mm) Z a- (32) (32) (32) (32) (32) Z a Minimum spacing distance smin in. Q 63/4 6'/4 V/2 6'/4 9/a Q. (mm) (171) (171) (191) (171) (238) For SI: 1 inch=25.4 mm,1 ft-lb=1.356 N-m. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The listed minimum overall anchor length is based on the anchor sizes commercially available at the time of publication compared with the requirements to achieve the minimum nominal embedment depth and consideration of a fixture attachment, 3For installations in the topside of concrete-filled steel deck assemblies,see the installation detail in Figure 4. 4For installations through the soffit of steel deck assemblies into concrete,see the installation detail in Figure 5 Tabulated minimum spacing values are based on anchors installed along the flute with axial spacing equal to the greater of 3hef or 1 5 times the flute width. 'The notation in brackets is for the 2006 IBC. d �� 1 •d Blue Tip Serrated %larking ¢ems I'~ hpe Hex Underside Dual n4 Washer Thread 1 Head Profile FIGURE 1—WEDGE-BOLT+ANCHOR DETAIL FIGURE 2—WEDGE-BOLT+ANCHOR (ZINC PLATED OR MECHANICALLY GALVANIZED) AND WEDGE-BIT i ESR-2526 I Most Widely Accepted and Trusted Page 7 of 12 Y "n 1.)Using the proper Wedge-bit 2.)Remove dust and debris 3.)Select a powered impact 4.)Drive the anchor with an drill bit size,drill a hole into the from the hole using a hand wrench that does not exceed impact wrench through the base material to the required pump,compressed air or the maximum torque, T_, ,for fixture and into the hole until the depth. The tolerances of the vacuum. the selected anchor diameter head of the anchor comes into carbide Wedge-bit used must (seeTable 1).Attach an contact with the fixture. The meet the requirements of the appropriate sized hex socket to anchor must be snug after published Wedge-bit range in the impact wrench.Mount the installation.Do not spin the hex Table 1, screw anchor head into the socket off the anchor to socket. disengage. FIGURE 3—WEDGE-BOLT+INSTALLATION INSTRUCTIONS SAND4JGHTWEIGHT CONCRETE OR NORMAL-WEIGHT CONCRETE OVER STEEL.DEC((MINIMUM 2X PSI) .4 G 4-1 t1' ANCHOR O MIN TYP O d ' 01, 3114" ° MIN ° 3" UPPER FLUTE(VALLE`) ° MAX T�_ LOWER FLUTE(RIDGE) j 417 NO.20 GAGE STEEL DECK MIN I MIN TYP I } tr C.C.TYP FIGURE 4—WEDGE-BOLT+INSTALLATION DETAIL FOR SCREW ANCHORS IN THE TOPSIDE OF CONCRETE-FILLED STEEL DECK FLOOR AND ROOF ASSEMBLIES(SEE DIMENSIONAL PROFILE REQUIREMENTS)' 'Anchors may be placed in the topside of steel deck profiles in accordance with Figure 4 provided the minimum member topping thickness,minimum spacing distance and minimum edge distance are satisfied as given in Table 1 of this report STRUCTURAL SAND41GHMIEIGHT CONCRETE OR NORMAL-WEIGHT CONCRETE OVER STEEL DECK(MINIMUM%IXI0 PSI) ° 1.114' 12'C.C.TYP 4-1R' a MIN TYP I IMIN TYP e 34' I ° ° 4 3114' MIN a I i o 3" e I ° UPPER FLUTE(VALLEY) MAX LOWER FLUTE(RIDGE) NO.20 GAGE STEEL DECK MINANCH A FIGURE 5—WEDGE-BOLT+INSTALLATION DETAIL FOR SCREW ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES(SEE DIMENSIONAL PROFILE REQURIEMENTS)' 'Anchors may be placed in the upper or lower flute of the steel deck profile in accordance with Figure 5 provided the minimum hole clearance is satisfied:The minimum spacing distance is given in Table 1 of this report. ZAnchors in the lower flute of Figure 5 profiles may be installed with a maximum 1-inch offset in either direction from the center of the flute.The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. i ESR-2526 I Most Widely Accepted and Trusted Page 8 of 12 TABLE 2-TENSION DESIGN INFORMATION FOR POWERS WEDGE-BOLT+SCREW ANCHORS IN CONCRETE (For use with load combinations taken from ACI 318,Section 9.2)''2 Design Characteristic Notation Units 1/4 3/9 1/2 Nominal Anchor Size(inch) 5/6 3/4 Anchor category 1,2 or 3 1 1 1 1 1 Minimum nominal embedment depth hnom in 13/4 21/° 21/2 1 3% 31/4 43/8 4'/4 STEEL STRENGTH IN TENSION ksi 100 100 100 100 100 Minimum specified ultimate strength Gal (N/mm2) (689) (689) (689) (689) (689) Effective tensile stress area A-,N in 0.044 0 103 0,168 0 249 0 371 (Ase)13 (mm2) (28.4) (66 5) (108 4) (160 6) (239 4) Steel strength in tension Ma 12 lb 4,400 10,300 16,800 24,900 37,100 (kN) (196) 1 (45.8) 1 (74.7) (110-7) (164.9) Reduction factor for steel strength 0 - 0.65 CONCRETE BREAKOUT STRENGTH IN TENSIONS in 1-100 1 425 1 650 2 500 2 145 3,100 2 910 Effective embedment depth her (mm) (28) (36) (42) (64) (55) (79) (74) Effectiveness factor for uncracked kunur 24 24 24 24 24 concrete Effectiveness factor for cracked kc Not 17 17 17 17 concrete Applicable Modification factor for cracked and �1cN1z Not 1-0 1.0 10 10 uncracked concrete Applicable Critical edge distance cec in, See Table 1 (mm) Reduction factor for concrete breakout strength 0 0.65(Condition B) PULLOUT STRENGTH IN TENSION(NON-SEISMIC APPLICATIONS)"a Characteristic pullout strength, Ito See note 7 See note 7 See note 7 See See no uncracked concrete(2,500 psi)" Np,unnr (kN) note 7 te 7 See note 7 See note 7 Characteristic pullout Strength, lb Not 2,965( ) (132) (137) (19,1)3,085 4,290 c` cracked concrete(2,500 psi)6.10 Na kN Applicable See note 7 See note 7 See note 7 Reduction factor for pullout strength 0 065(Condition B) PULLOUT STRENGTH IN TENSION FOR SEISMIC APPLICATIONS"' Characteristic pullout strength, 12 lb Not 1,085 1,350 2,520 3,085 4,290 4,270 seismic(2,500 psi)$h Np,eq (kN) Applicable (4 8) (6 0) (11.2) (13 7) 1 (19 1) (19.0) Reduction factor for pullout strength 0 0 65(Condition B) PULLOUT STRENGTH IN TENSION FOR SAND-LIGHTWEIGHT AND NORMAL-WEIGHT CONCRETE OVER STEEL DECK Characteristic pullout strength, lb Not 2,010 2,480 3,760 4,095 Not uncracked concrete over steel deck6,11 Npdeck-, (kN) Applicable (8 9) (11.0) (16 7) (18.2) Applicable Characteristic pullout strength, lb Not 1,425 1,755 3,045 2,665 Not cracked concrete over steel deck6,11 Np,deck,cr (kN) Applicable (6.3) (7-8) (13-5) (11 9) Applicable Characteristic pullout strength, Ib Not 1,065 1,310 3,045 2,665 Not crackedconcrete over steel deck. NP,deck,eq kN Applicable seismic ( ) (4-8) (5.8) (13 s) (11 9) Applicable [Reduction factor for pullout strength, concrete over steel deck 0 0.65(Condition B) For SI: 1 inch=25.4 mm,1 ksi=6.894 N/mm ,1 Ibf=0.0044 kN. 'The data In this table is intended to be used with the design provisions of ACI 318 Appendix D; for anchors resisting seismic load combinations the additional requirements of ACI 318 D.3 3 shall apply. 21nstallation must comply with published instructions and details. 3AII values of 0 were determined from the load combinations of IBC Section 1605.2 or ACI 318 Section 9.2. If the load combinations of ACI 318 Appendix C are used, then the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4. For reinforcement that complies with ACI 318 Appendix D requirements for Condition A, see ACI 318 Section D.4.3 for the appropriate 0 factor when the load combinations of IBC Section 1605.2 or ACI 318 Section 9 2 are used "The Wedge-Bolt+is considered a brittle steel element as defined by ACI 318 D.1. °Select the appropriate effectiveness factor for cracked concrete(ka)or uncracked concrete(kuncr)and use tpc,N=1.0. °For calculation of N,,,,see Section 4.1.4 of this report Pullout strength does not control design of indicated anchors and does not need to be calculated for indicated anchor size and embedment_ °Reported values for characteristic pullout strength in tension for seismic applications are based on test results per ACI 355.2,Section 9.5. 'The 3/S-inch-diameter with 1,425-inch effective embedment and '12-inch-diameter anchors with 1.650-inch effective embedment are permitted in the topside of concrete-filled steel deck assemblies.See Figure 4. 10Anchors are permitted to be used in sand-lightweight concrete in accordance with Section 4.1.12 of this report. 11 Values for N1_ are for sand-lightweight concrete (f',,-= 3.000 psi) and additional lightweight concrete reduction factors need not be applied. In addition.evaluation for the concrete breakout capacity in accordance with ACI 318 D.5.2 is not required for anchors installed in the flute(soffit). t2For 2003 IBC code basis,replace f,,,.with f,1;Nsuwith Ns; Wc,N with tp3,and N„pq with NP,ses. i3The notation in bracket is for the 2006 IBC. I I ESR-2626 I Most Widely Accepted and Trusted Page 9 of 12 TABLE 3—SHEAR DESIGN INFORMATION FOR POWERS WEDGE-BOLT+SCREW ANCHORS IN CONCRETE (For use with load combinations taken from ACI 318,Section 9.2)1,2 Design Characteristic Notation Units Nominal Anchor Size(inch) i/4 1/2 Anchor category 1,2 or 3 1 1 1 1 1 Minimum nominal embedment depth h om in. 134 1 21/s 21/2 1 3/2 3774 4% 4/4 STEEL STRENGTH IN SHEAR Steel strength in shears Vsa" lb 2,475 4,825 7,980 11,990 19,350 kN 11_0 21,5 355 53-3 861 Reduction factor for steel strength 060 CONCRETE BREAKOUT STRENGTH IN SHEAR7.8 Load bearing length of anchor fe11 in 1 100 1 425 1-650 2 500 2.145 3.100 2 910 (haf or 8dc,whichever is less) (mm) (28) (36) (42) (64) (55) (79) (74) Nominal anchor diameter da[dc)12 In 0 250 0,375 0500 0 625 0 750 (mm) (6 4) (9 5) (12 7) (15 9) (19 1) Reduction factor for concrete 070(Condition B) breakout strength 30 PRYOUT STRENGTH IN SHEAR'.a Coefficient for pryout strength; kcp 1 0 1 0 10 20 1,0 2.0 20 in 1.100 1.425 1 650 2 500 2,145 3.100 2 910 Effective embedment depth hef (mm) (28) (36) (42) (64) (55) (79) (74) Reduction factor for pryout strength 0 070(Condition B) STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS Steel strength in shear,seismic6 Vsa,eq" lb Not 3,670 7,980 11,990 12,970 (kN) Applicable 1 (16,3) (355) (53.3) (57.7) Reduction factor for steel strength in shear for selsmiC3 060 STEEL STRENGTH IN SHEAR FOR SAND-LIGHTWEIGHT AND NORMAL-WEIGHT CONCRETE OVER STEEL DECK' Steel strength in shear, lb Not 1,640 3,090 3,140 3,305 Not concrete over steel deck9 Vsa,deck I (kN) Applicable (7.3) (13 7) (14.0) (14 7) Applicable Steel strength in shear, Lb Not 1,250 3,090 3,140 3,305 Not concrete over steel deck,seismic' Vsa,deck,eq kN Applicable 5 6 13.7 14 0) (14.7) Applicable Reduction factor for steel strength in shear for concrete over steel deck 0 060 For SI: 1 inch=25.4 mm;1 ksi=6.894 N/mm2;1 Ibf=0.0044 kN. 'The data in this table is intended to be used with the design provisions of ACI 318 Appendix D; for anchors resisting seismic load combinations the additional requirements of ACI 318 D.3.3 shall,apply. 2Installation must comply with published instructions and details. 3AII values of 0 were determined from the load combinations of IBC Section 1605.2 or ACI 318 Section 9.2.If the load combinations of ACI 318 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318 Section D.4.4. For reinforcement that complies with ACI 318 Appendix D requirements for Condition A.see ACI 318 D.4.3 for the appropriate 0 factor when the load combinations of IBC Section 1605.2 or ACI 318 Section 9.2 are used 4The Wedge-Bolt+is considered a brittle steel element as defined by ACI 318 D.1. SReported values for steel strength in shear are based on test results per ACI 355.2, Section 9 4 and must be used for design.These reported values may be lower than calculated results using equation D-29 in ACI 318-11 D.6.1.2. 6Reported values for steel strength In shear are for seismic applications and based on test results in accordance with ACI 355.2,Section 9.6, 'The 3/a-inch-diameter with 1 425-inch effective embedment and 1/2-inch-diameter anchors with 1.650-inch effective embedment are permitted in the topside of concrete-filled steel deck assemblies.See Figure 4. BAnchors are permitted to be used in sand-lightweight concrete in accordance with Section 4.1.12 of this report. 'Values of V„d,,k are for sand-lightweight concrete (f,a,V, = 3,000 psi) and additional lightweight concrete reduction factors need not be applied. In addition,evaluation for the concrete breakout capacity in accordance with ACI 318 D.6.2 and the pryout capacity in accordance with ACI 318 D.6.3 are not required for anchors installed in the flute(soffit). 10Shear loads for anchors installed through steel deck into concrete may be applied in any direction. "For 2003 IBC code basis replace V„with V.;and fe with L and V.with Vsa,sem 12The notation in brackets is for the 2006 IBC. i i I ESR-2526 I Most Widely Acceptea and Trusted Page 10 of 12 TABLE 4—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES'.2,3,4,5,6,7,e,e Nominal Anchor Diameter Nominal Embedment Depth Effective Embedment Allowable Tension Load (in.) (in.) (in.) (Ibs) 1/4 13/4 1.100 610 3/e 2'/e 1.425 895 1/z 21/2 1.650 1,115 31/2 2.500 2,085 s/e 31/4 2.145 1,655 43/e 3.100 2,875 3/4 41/4 2.910 2,615 For SI: 1 inch=25.4 mm; 1 Ibf=0.0044 M 'Single anchor with static tension load only. zConcrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318 Section 9.2(no seismic loading). 430%dead load and 70%live load,controlling load combination: 1.2D+1.6L. 5Calculated of weighted average for a=1.2(0.3)+ 1.6(0.7)=1.48. 6 f'=2,500 psi(normal weight concrete). 7 Cat=Ca?a C,x. 6 h Z hmi,. 'Values are for Condition B;supplementary reinforcement in accordance with ACI 318-11 D.4.3 is not provided. Given:Calculate the factored strength design resistance in tension,ON.,and the allowable stress design value, Tallu"ble,AW, for a 3/6-inch diameter Wedge-Bolt+screw anchor assuming the given conditions in Table 4. Calculation in accordance with ACI 318-11 Appendix D and this report: Code Ref. Report Ref. Step 1.Calculate steel strength of a single anchor in tension: D.5.1.2 Table 2 ON__(0.65)(10,300)=6,695 lbs. §4.1.2 Step 2.Calculate concrete breakout strength of a single anchor in tension: D 5 2.1 Table 2 ,I, ,,ll,, ''II11 ..II,, ..II11 WNcb= 0ANr Wed,41,NWcp,NNb aN4'0 D.5.2.2 Table 2 Nb=k,A. /F�c(heW-5 Nb= (24)(1.0) 2,500(1.425)`= 2,041 lbs. ON,b= (0.65)(18.3) (18,3)(1.0)(1.0)(1.0)(2,041)= 1,326lbs. Step 3.Calculate pullout strength: D.5.3.2 Table 2 §4.1.4 Y'Npn = �Np,uncr Wc,P ONP„=n/a(pullout strength does not control,see Table 2,footnote 7) Step 4.Determine controlling resistance strength in tension: D 4 1 1 ON.=minjONsa,ONcb,ONpnl= ON,,=1,326 lbs. Step 5.Calculate allowable stress design conversion factor for loading condition 92 Controlling load combination: 1.2D+1.6L a=1.2(30%)+1.6(70%)=1.48 Step 6.Calculate allowable stress design value: §4,2 ON. 1,326 Tallowable,ASD= a i =897 lbs. FIGURE 6—EXAMPLE STRENGTH DESIGN CALCULATION INCLUDING ASD CONVERSION,FOR ILLUSTRATIVE PURPOSES i ESR-2526 I Most Widely Accepted and Trusted Page 11 of 12 Given: Two 1/2"Wedge-Bolt+screw anchors f ON., r Concrete compressive strength: Ta"°w ANc (f'c)=3,000 psi 1.5he! I No supplemental reinforcement: (Condition 8 per ACI318-11 D.4.3 c) Pi u ANc . cal Assume cracked concrete,no loading I I s+ T I. eccentricity,no seismic,and a rigid I plate hn=6.0 in. I 1.5he� hef=2.5 in. I C.2 so=3.0 in. L- 1 cn1=2.75 in. ca2?1.5ca1 Calculate the factored resistance design strength in tension and equivalent allowable stress design load for the configuration. Calculation in accordance with ACI 318-11 and this report: Code Ref. Report Ref. Step 1.Verify minimum member thickness,spacing and edge distance: hn=6.0 in.>_h,;n=6.0 in.:.OK sa=3.O in.>sm;n=2.5 in.:.OK D.8 Table 1 c.,mrn=2.75 in.>_cm;,,=1.75 in..:OK Step 2.Calculate steel strength of anchors in tension:Nsog=n•Nso=2•16,800 lbs.=33,600 lbs. §4.1.2 Calculate steel capacity: ONsog= 0.65•33,600 lbs.=21,840 lbs. D.5.1.2 Table 2 Step 3.Calculate concrete breakout strength of anchor group in tension: ANC 'y/' ,I' D.5.2.1(b) §4.1.3 Ncbg - - �ec,N�ed,N�c,NWcp,N Nb ANcO Step 3a.Calculate ANco and AN, 2 z 2 AN-=9hef = 9•(2.5) =56.25 in. D.5.2.1(b) Table 1 ANc=(1.5hef+cal)•(3.0 hef+sa)_((1.5.2.5)+2.75)•((3.0.2.5)+3.0)=68.25 in.2 Step 3b.Calculate WecN= -T< 1.0; e'N=0"tP11N=1.0 (1+pL) D.5.2.4 ef Step 3e.Calculate 'YedN=1.0 if ca,min>_1.5hef; 'Yed,N= 0.7+0.3`"' if co,m;,,<1.5hef t't''+ D.5.2.5 c,min=2.75 in.<1.5hef=3.75 in..:Wed,N= 0.92 Step 3d.Calculate Wc,N=1.0(cracked concrete) D.5.2.6 Table 2 Step 3e. Calculate WcP,N=1.0(cracked concrete) D.5.2.7 §4.1.11 Step 3f.Calculate Nb=kcrAa f'c he f1.s=17.1.0 3000•2.51.5=3,680 lbs. D.5.2.2 Table 2 Step 3g.Calculate concrete breakout strength of anchor group in tension: Ncbg=(68.25/56.25)•1.0•0.92•1.0-1.0•3,680=4,108 lbs D.5.2.1(b) §4.1.3 Calculate concrete breakout capacity=Ol cbg=0.65•4,108=2,670lbs. Step 4.Calculate nominal pullout strength of a single anchor in tension: §4.1.4 Npn = q) p•Npnrc D.5.3.1 Table 2 Step 4a.Calculate q),p=1.0(cracked concrete) D.5.3.6 Table 2 Step 4b.Calculate Npn fc=Np,cr(2son)n'5=2 965(2511 0 s=2 965 lbs. D.5.3.2 §4.1.4 Calculate pullout capacity:ONpn= 0.65•2,965=1,927 lbs. Table 2 Step 5.Determine controlling resistance strength in tension: D.4.1.1 ,M� =min IO Nsags ONcbg, Y'n I=OIVcbg=2,670 lbs. W"'noNpn Step 6.Calculate allowable stress design(ASD)conversion factor for loading condition: Assume controlling load combination: 1.2D+1.6L;50%Dead Load,50%Live Load 9.2 §4.2.1 a=1.2(50%)+1.6(50%)=1.40 Step 7.Calculate allowable stress design value: _ 2,670 9.2 §4.2.1 TaLLowable,ASD - a - 1.4n =1,907 lbs. FIGURE 7-EXAMPLE STRENGTH DESIGN CALCULATION WITH ASD CONVERSION FOR TENSION CAPACITY I ESR-2526 I Most Widely Accepted and Trusted Page 12 of 12 Given: ViV,,,Vauow Two 1/2"Wedge-Bolt+screw anchors Concrete compressive strength: ()'r)=3,000 psi 1.Sca1 No supplemental reinforcement: \Avc (Condition B perAC1318-11 D.4.3 c) I AVc Assume cracked concrete,no loading 1.5cal eccentricity,no seismic and a rigid plate Call So - \ ha ha=6.0 in. ) cal hef=2.5 in. so=3.0 in. \ 1.5cal col=2.75 in. �a2 \ cat>_1.5Cn1 Calculate the factored resistance design strength in shear and equivalent allowable stress design load for the configuration. Calculation in accordance with ACI 318-11 and this report: Code Ref. Report Ref. Step 1.Verify minimum member thickness,spacing and edge distance: ha=6.0 in.>-hmin=6.0 in..:OK sa=3.0 in.>- min s =2.5 in..:OK D.8 Table 1 c.,mln=2.75 in.>-cmin=1.75 in.:.OK Step 2.Calculate steel strength of anchor in shear: Vsog=n•Vsa=2•7,980 lbs.=15,960 lbs. §4.1.5 Calculate steel capacity: OVsag= 0.60.15,960 lbs.=9,576 lbs. D.6.1.2 Table 3 Step 3.Calculate concrete breakout strength of anchor group in shear: AV' D.6.2.1(b) §4.1.6 VCU Vcbg - A wec,V 4'ed,V 4'c,VWh,VVb Step 3a.Calculate Avco and Avc Avro=4.5(cn1)2= 4.5•(2.75)z=34.0 in.2 D.6.2.1 Table 1 Avr=(1.5cn1)•(3ca1+sa)_(1.5.2.75)((3•2.75)+3.0)=46.4 in.2 Step 3b.Calculate'Fec,v- -L 51.0; e'v=O.:4)er,v=1.0 - D.6.2.5 o i'a�) Step 3c.Calculate 0edv=1.0 if CO>_1.5 Col; 4pedv= 0.7+0.3 `112 if C,<1.5ca1 1.s`a, D.6.2.6 Table 1 CO !1.5ca1"(Ped,v=1.0 Step 3d.Calculate Y'r,v=1.0(cracked concrete,no supplemental or edge reinforcement) D.6.2.7 Ste 3e. Calculate isc", P �n,v= n ;for members where ho<1.5cal D.6.2.8 a ho=6.0-r 1.5c,l=4.125:.iph v=n/a(to be taken as 1.0) Step 3f.Calculate Vb=(7\da)oz /da I.la f'e(cal)1 S= 7(- Z 0.5(1.0) 3000(2.75)1•s D.6.2.2 Table 3 =1,705 lbs. Step 3g.Calculate concrete breakout strength of anchor group in shear: Vcbg=(46.4/34.0)•1.0.1.0.1.0•1.0•1,705=2,327 lbs D.6.2.1(b) §4.1.6 Calculate concrete breakout capacity=OVcbg=0.70.2,327=1,629 lbs. Step 4.Calculate nominal pryout strength of an anchor group in shear: Vcpg=kcpNcbg=2.0•4,108 lbs=8,216 lbs. D.6.3.1(b) §4.1.7 Table 3 Calculate pryout capacity:1pVrpg= 0.70•8,216 lbs.=5,751 lbs. Step S.Determine controlling resistance strength in shear: D.4.1.1 ,A OV�minllpVsag, Vcbg,WVcpgl=OVrbg=1,629 lbs. Step 6.Calculate allowable stress design(ASD)conversion factor for loading condition: Assume controlling load combination: 1.2D+1.6L;50%Dead Load,50%Live Load 9.2 §4.2.1 a=1.2(30%)+1.6(70%)=1.40 Step 7.Calculate allowable stress design value: ¢V _ 1.6291-40 9.2 §4.2.1 VaLLowable,ASD - a l 4U =1,163 lbs. FIGURE 8-EXAMPLE STRENGTH DESIGN CALCULATION WITH ASD CONVERSION FOR SHEAR CAPACITY i e ICC EVALUATION SERVICE ICC-ES Evaluation Report ESR-2526 FBC Supplement* Reissued July 1, 2012 This report is subject to renewal June 1, 2014. www.icc-es.orp 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section:05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: POWERS FASTENERS, INC. 2 POWERS LANE BREWSTER, NEW YORK 10509 (914)235-6300 or(800)524-3244 www.powers.com e rig incerinq(a�powers.corn EVALUATION SUBJECT: POWERS WEDGE-BOLT+SCREW ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Powers Wedge-Bolt+ Screw Anchors in Cracked and Uncracked Concrete, recognized in ICC-ES master evaluation report ESR-2526, have also been evaluated for compliance with the codes noted below: Compliance with the following codes: ■ 2010 Florida Building Code—Building ■ 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The Powers Wedge-Bolt+ Screw Anchors in Cracked and Uncracked Concrete described in Sections 2.0 through 7.0 of the master evaluation report ESR-2526 comply with the 2010 Florida Building Code—Building and the 2010 Florida wilding Code—Residential, provided the design and installation are in accordance with the International Building Code' (IBC) provisions noted in the master evaluation report and the following conditions are met: • Design wind loads must be based on Section 1609 of the 2010 Florida Building Code—Building or Section 301.2.1.1 of the 2010 Florida Building Code—Residential, as applicable • Load combinations must be in accordance with Section 1605 2 or Section 1605.3 of the 2010 Florida Building Code— Building, as applicable. • The modifications to ACI 318 as shown in the 2009 IBC Sections 1908.1.9 and 1908.1.10, as noted in 2009 IBC Section 1912.1, do not apply to the 2010 Florida Building Code. Use of the Powers Wedge-Bolt+Screw Anchors in cracked and uncracked concrete as described in the master evaluation report for compliance with the High-Velocity Hurricane Zone provisions of the 2010 Florida Building Code—Building has not been evaluated, and is outside the scope of this supplement. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued July 1, 2012, revised June 2013. *Revised June 2013 lCC-8S livalualion Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed rO-- as an endorsement of the subject of the report or a recommendation for its use There is no warranty by ICC/evaluation Service,LLC,cxpres.s or implied,as -'k to any finding or other matter in this report,or as to any product covered by the report Copyright©2013 Page 1 of 1 r i _ i i' g o S/d i Permit Information Date 3/20/2014 - Project Name Walmart-Sporting Goods Applicant Name L Brown Pendleton Applicant Address 1805 N 2nd Street,#5223 City, State,Zip Rogers,AR 72756 Contact Cathy Yockey Phone 479-619-3896 Email cly@bgark.com Permit Type Commercial Alteration Site Address 4010 172nd Street NE Valuation 5800.00 Status Applied Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load Number of Stories 0 Proposed Use Remodel of Sporting Goods Department Assigned To Launa Peterson Property Information Owner Information Parcel#:00930300000301 WAL-MART STORES INC WAL-MART STORES INC PO BOX 8050 M/S 0555 4010 172nd StreetNE BENTONVILLE,AR 72712-8050 Review Date Type Description Target Date Completed DateFW Assigned To Status /20/2014 Commercial T.I. /27/2014 Youn In Review /20/2014 ommercial T.I. /27/2014 dmin Rev In Review /20/2014 ommercial T.I. /27/2014 ew-Rev In Review /20/2014 ommercial T.I. /27/2014 at-Rev In Review Email History Date Emailed To 3/20/2014 oung@ariingtonwa.gov,kwallaceQarlingtonwa.gov;Itaylor@arlingtonwa.gov,PW-Wat-Revoadingtonwa.gov,PW- ew-Rev arlin tonwa. ov Uploaded Files Upload File Date I File 3/20/2014 tructruals 1 ._df Delete 3/20/2014 lication 19. df_ Delete �ri • COD;:.MERCIAL REMODEL PERMIT APPLICAT.. .Department of Community&Economic Developmel y of Arlingt... COMMERCIAL REMODEL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 OP Phone (360) 403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY THREE (3) SETS OF CONSTRUCTION PLANS, TWO (2) SETS OF STRUCTURAL CALCULATIONS, ONE (1) SET OF NREC ENERGY CODE APPLICATIONS AND ONE (1) OCCUPANTS STATEMENT OF INTENDED USE. Type of Permit: O Change of Use/Remodel O Commercial Addition O Tenant Improvement Project Address:* 4010 172nd St NE Parcel ID Project Valuation:* J$5800.00 Project Description:* Remodel of Sporting Goods Department Legal Description: Owner: Wal-Mart Real Estate Business Trust Address: 2001 SE 10th Street City: Bentonville State:* AR ZIP: 72716 * Contact Person:* Cathy Yockey Phone:* 479-619-3896 Cell Phone: F-1 Fax Number: 479-619-38 88 E-mail: cly@bgark.com Address: 1805 N 2nd Street City: Rogers State:* AR ZIP: 72756 , * Contractor Information Contractor:* to be named at a later day Phone: 'eCelVed Addres_$AR 0 z0k City:* State: ZIP:* 0 * file:///GJ/...OAPPLICATION%20Department%20of%20Community%2O&%20Economic%20Development%20City%20ot%20Arlingt_.htm[3/7/2014 11:57:29 AM] r ti �= _ CO1 IL REMODEL PERMIT APPLICATi epartment of Community&Economic Development of Arlingt... License Number:* Expiration: Plumbing Contractor:* n/a Phone: I n/a * Address:* n/a City:* n/a State: ZIP:* n/a License Number:* n/a Expiration: n/a * Mechanical Contractor:* n/a Phone: I n/a * Address:* n/a City:* n/a State: ZIP:* n/a * License Number:* n/a Expiration: n/a * e file:///Gl/...OAPPLICATION%20Department%2Oof%20Community%2O&%20Economic%20Development%20City%20of%20Arlingt .htm[3/7/2014 11:57:29 AM] i 6-11 H From: Cathy Yockey Permit Permit Coordinator Letter of Transmittal cly@bgark.com ®Fed Ex 2 DAY: There by the 2nd business day. 1805 North 2nd Street Phone(479) 619-3896 Date: March 17, 2014 Rogers, AR 72756 Fax (479) 619-3877 Project: WALMART STORE#3757 Attn: Permit Center Location: Arlington, WA To: City of Arlington Building and Permits Project Type: SPECIAL PROJECT 18204 59t'Avenue NE Project ID: 16276 Arlington, WA 98223 Phase: 110-3 Task:AREIMB Phone: (360)403-3432 Distribution: FIRST Fax: ( ) - ®Shipping/Receiving ® File All Sheets: C1,FXS1 NOTIFY US: 1. When your review is completed. 2. If any additional fees are owed. 3. If you notice that we should contact another review a-encv not on this distribution. RECIPIENTS ENCLOSURES Qty/ RECIPIENTS ENCLOSURES Qty/ Set Set BUILDING DEPARTMENT -CITY Permit Center Full Size Set of Drawings 2 City of Arlington Building Permit/Plan Review App. 1 and Permits Fixture Anchorage Cales. 2 18204 59th Avenue NE Arlington, WA 98223 Tel.: (360)403-3432 Tel.: ( ) - Fax: ( ) - Fax: Tel: ( ) TeL• ( ) - Fax: ( ) Fax: ( ) Permit Phase: 106-3 Task: APERMIT Shipping/Receiving: Please return all transmittals with Fed Ex trackin-number to CLY. Revised: 2/07/12 Fed Ex ShipAlert to(initials): CLY MAR 2 0 Z014 bUt) '2-?2D 4: n �7 Permit#: 325 Permit Date: 03/20/14 Permit Type: COMMERCIAL ALTERATION Project Name: Walmart- Sporting Goods Applicant Name: L Brown Pendleton Applicant Address: 1805 N 2nd Street, #5223 Applicant, City, State, Zip: Rogers,AR 72756 Contact: Cathy Yockey Phone: 479-619-3896 Email: cly@bgark.com Scope of Work: Remodel of Sporting Goods Department Valuation: 5800.00 Square Feet: 0 Number of Stories: 0 Construction Type: Occupancy Group: ID Code: Permit Issued: Permit Expires: 12/05/2014 Form Permit Type: Status: COMPLETE Assigned To: Launa Black Property Parcel# Address Legal Description Owner Name Owner Phone Zoning WAL-MART 569 Other Retail 00930300000301 4010 172nd Street NE STORES INC Trade-Apparel& Accessories NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License Mallard Group Larry Halloran 972-890-3552 209 West Main CONSTRUCTION Street,#205 CONTRACTOR Plan Reviews Date Review Type Description Assigned To Review Status 03/20/2014 COMMERCIAL Ok to issue permit z.Christopher Young ALTERATION 03/20/2014 COMMERCIAL PW-ADMIN-GIS ALTERATION 03/20/2014 COMMERCIAL Sewer Review PW-SEW-REV ALTERATION 03/20/2014 COMMERCIAL see note PW-WAT-REV ALTERATION 03/20/2014 COMMERCIAL No comments z.Tom Cooper ALTERATION Fees Fee Description Notes Amount Building Permit Table 4-1 $163.44 State Surcharge- 1 st DU Residential- 1 st Unit $4.50 Building Plan Review Table 4-2 $106.24 Total $274.18 Attached Letters Date Letter Description 03/25/2014 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 06/05/2014 Larry Halloran 50525354 cc $274.18 Outstanding Balance $0.00 Uploaded Files Date File Name 03/20/2014 Application(19).pdf 03/20/2014 Structruals(1),pdf 'm 1 3NL oI Wiaa so,wawaavdaa a a AaVa1NO3 39 AVH ONV 030"'nV 9�Z9I•2I�HNIlN HOf N ION St 133m0 d a3HI—NO—3a N) F and 3N.—SIHL eo Nou3naoad3a L 5L� Q�f 3�Q1S � v Sa33NON3 ONV SLO311H0atl G W 03SNDn A10d0ad 30 SDAWS 7 I,T \ �7�L7�7 N) W 3HL 53aInO3a 133rOW a3H10NV I`I o T �T I}I,/ O �3 I YW IAB 03N01530 9SGZG NV'Sa300a NO 3ldrvV%3 80 33N3a3d3a a0d Y 1�L v W 1 1 1 ll 1 iO a (n 9GZ91 ON 901' 15 ONZN9094 ONIMtlaO SIHL d0 35n'3rvLL 831tl1 0.4 liG9-1 ZS'009 b00'MS Lp SZZ9 31In5 tl Ltl a0 31IS 103f0ad 1N30dd10 V n'a 35f1 a0d 31BV1105 ION 5111 ONtl ,G`y�y11f1,1' U ¢Q 3 A15003Ntla0 als MMNO0 VA'NOLO 3 O O m m z 3 •.,.. �� U ly I S I I lV 3GI5 31 M3d5 tl NO 35n ���IIIYYYIII VVV �4 FJ - a0d a3avd3ad StlM ONVAtlaO SIHl OoO Z ? - I� 3sn3a a03 NOUVIndlls U Ad'13H 60 1N3W.LHVd3a Ad-13M 60 1N3W121dd3a 'd" p Z Z NOwNO a� Y Paz a wa �z w pF OFU wFaz M W �sw m�F�~� zMO Oozaw w 9<�z 3a Na amgro Za¢r ,5. 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