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Specifications
, t ciP20/9- 35-/ .. • OFFICE COPY Portland, Oregon Kansas City, Missouri ' VISTA ak si.,,......7:•. ) —STRUCTURAL— RECEIVED AUG 3 20Z1 Client: CITY OF TIGARD Terra Firma Foundation System§UILDING DIVISION Structural Calculations Broadway Rose Theater — Foundation Repair 2409-34thAvenue /2 817 Tigard, Oregon 97223 Structural analysis and design for foundation repair and stabilization. . , ) Z No Exception Taken ! REVIEWED BY: Dennis Heier, PE — ,k(r•/- _c, II:GPINREts,°P4190#0 r . . f ,_. t...., . ... er 1- -.0,- s Nora) u OREGON 31 ie 44- 40fr • , t,:)c le.- , ,-,,, ,„'-r t, c-Thi-c he coi-Jiii-nc,,d at tin+, 44fiCHPke‘X- jobsite, fabrication processes and technique 07/21/20 of c;onstructiori coordinatm of his work with that of ali other trades and the satisfactory EXPIRES:6/30/204 performance of his work WOY, Inc. . - Project No: 3705 Date: August 02, 2021 By: DK' 6ftzeJn.)//v<V__ '/"/11--VISTA STRUCTURAL ENGINEERING, LLC 14718 NW DELIA STREET PHONE: 971.233.6099 PORTLAND, OREGON 97229 VISTASTRUCTURAL.COM • I fl Portend,OR. Kansas City,Missouri N. VISTA . 10 Soil Properties: Geotechnical Information: Geotechnical report has been provided by Carlson Geotechnical(10/2019) for this project. See report for soil profile and soil values.The below are the values obtained from the Geotech Report,1BC and the Soil Survey Data Site Soil Properties: Vertical Foundation Pressure 1500 psf Lateral Bearing Pressure 150 psf/ft Ow==Ah(cNc+q.N5+0.5yBNy) Where, Ah=Area of Plate c=Cohesion at Pier Depth Nc=Demensionless Bearing Capacity Factor q= Effective Vertical Overburden Stress at Helix Depth(lb/ft') Nq=Demensionless Bearing Capacity Factor y=Soil Unit Weight(Ib/ft3) B=Diameter of Helix Plate(ft) Ny= Demensionless Bearing Capacity Factor For Purely Granular(frictional)Soils:Ic=o) Quit==Ah(q'N5) Where, = Friction Angle Nq==1+0.56(14)4'154 Nc=_(Nq-1)cot(4) >9 it v r Portia n,Of LAp, V 1 5 T A Kansas City,Missouri 308 Apcendis A: soil type descriptions: MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTION GRAPH LETTER ,q O oD'( GW wareadd Gm,S.3,.ocS o ainres, CMen&awe link or No oss brava amG?00L Sa kVA or NO HMO $sea G.P Powry-pedae Good.GraWSmE Mwrea ▪ 2 wax rime.Sox Graeae a LamaNO FlneJ N R. Fraction Retained on Non . .• GM Slty Gravels.OraelSantl.%I MMus. Slmro GrvrPo ell An. • `�' Z ISlan ant P.V..peaf PMml �kFi• GC ebyerGrawle.r„evJdllsekynmwae 4 -e CO rJ. c.n,w SW WM-weMS.M.d Sands Greeley s , Sams.Smdy sar ...N.M. (LHw or NO FMwI .P Pomk4Oaan Sands r ells ends, rMm Na nnae U 1))• .2 More Than sexCoates Fraction Paaaha Na 4 I1 I: SM 9 y bands.Sa.SM M ixtures Sew (Slgrell nemo of Marne / ' $'r CMS,GeW.Sa.L4y Mixtures I J larea4c Sits end Vey Nee Roca ML Pt,,,..Mr-ac Sits n Ve Nee ends.ere ae Sets a.oaya uawd una Mas '� / CL Plasida aretayClCMn seedy Myc wyCP,. a`;t a -- / Omit*Silos and ore rk sty Cloys d Uwe I m sl mw --_- t71. Pled y O $� M H reaw 9a Nimes.or Diatomaceous we sent.,shy&Aa S OO rn :S d15*Greener LLS 1 Sets and haw Parree CH Imrywec Clays of Moll Flaeai r.fM('Jam Organic Cays or Imam to MO Nand.. �; : u� OH unison eel PT Topso7 Hemel anci oval laver PG ♦4444 I wyay WAWA Conr,Nnn 5PT Penetration,N- 4' Value(blows/8) idegrees) 0 25-30 4 27-32 10 30-35 30 35-40 50 38-43 (Bowles,Foundation Analysis and Design) Consistency of Floe-Grained Solo Rokilve Deneay of Coarse-GrsbNM Solt* Relative Density N-Blows per Fool Relative Density N-Slows per Fool Very SOft 0-2 Very Loose 0-4 Soft 2-4 Lnose 4-10 Medunt Sint 4.8 Medium Dense 10-30 Siff 8-15 Dense 30.50 Very sin 15.30 Very Dense 50+ Hard 30-SO Very Hers SO* IIIIIIIIIIIIIIIIIIIIMIIIIIII GW well-graded gravel,fine to coarse gravel :.0 '40 GP poorly graded grave) '0 38 GM silty gravel -0 -36 GC .clayey gravel :0 ,34 GM-GL silty gravel i0 '.35 GC-CL clayey gravel with many fines 3 29 SW well-graded sand,fine to coarse sand '0 '.38 SP ;poorly graded sand .0 '36 SM silty sand ,0 34 SC clayey sand 0 32 -_-_. SM-SL 'silty sand with many fines 0 ;34 SC-CL clayey sand with many fines 5 ,28 ML silt 0 :33 -_. CL clay of low plasticity,lean clay 20 .27 CH clay of high plasticity,fat clay 25 22 OL organic silt,organic clay 10 25 OH organic clay.organic silt 10 22 __...__ .. .-_._sass _... .._.. . .__... MH -silt of high plasticity,elastic silt '5 24 sa ss... _.._.. _..__.-..__.._....1 Unified Soil Classification System(USCS) http7/en.wikipedia.oroiwiki/Unified Soil Classification System .. . . , . t• .4 . . i- ' 1:•:,..!•Y •'•:...i:;:' :: t*: : .•:1..:,..:'-',-- •vrxwri'll'577e4;' t•-'.i ...!,..:_...:: •:::1-';.1.....'‘-',-, iii.'..--:., :..;.:" , .......,. ,: -:. ..c,4•;'..:, .,;.."•;14 •-:•••'., . ,. .. ,. :.-4---• , . • .. '.'.....', -..:.?......!......'. . ' -. : • . . :.'. •-.• ' ,, .... I . S•' L = 03 k' t DL = 2.3 kit' if; •.:-..,...:-....•:--Y -:.-..• .-. - • • I ,:10... , . 124ctim.:0 ..: -'' •-• . . ': • -' •-• 1:"A SL = 0.2 klf .'filiplittle .:'-'..'"'' -* - 41.14.., ';',.. •. '11:07,1k. ',-----,,,,- , . . ,• ,,N. , „.. . '•.- .- D. . . - - Jai_...2.2..iiit ot ._. . .-,_.--, - -- ,......___,„.. ,..,. gigot .,..,,.. .......,..,„........,:,.;----_--. _. ,,..f„, - .,...„ . It'..t.4*.n."•:.:'•:",,•• 07001 r-,---- • „„—r vt,cp--. , k''13 7.,... ,.. .-....., , •.7.1•.1.74...'„ctt‘f,ci.:".41/1!". : , • .•.: • ,s,;....r • r,‘ , — lek4,4740' ••••- , ,, i•,•-•• , EL:.- 10•"' .,_it 4 th.771.... :: ..,..i.,_:::.4 ,+-4:.; - ,,:. • .. ,, • -; ‘,-, ' ,..- . • . ,:.• .• ,......._IS Ot" . t Lk-i.•: .•::.1'..?„,;Ct..: - : - . --:. ',-,,' • • .,.--;.;,• ." •• .•'.:. :,..: ' F '..-z ; • , ..': .•*- :':' ' '''•' — ' hal'. U 1 ..i :••'.7:1,‘,1.:.1..i41):., *••• ..':',-Ikar ••''' - •-- ;:.. •-,.. •';',.:**. ii,. : ',-3 I:•• . : • '••,. .:* , : ,;,: 1,'4,-"t ,::.: :::•'''-‘;',Tii7 n'•-:-. .,.,'.' ;:,/:-.';-:.:-1,—..r:' i,1,,ti ....,..:','..: t 4. -..,...t-.-. : - -i, -..... _.. •••,•., . •,.. . •••.:- ' - ---:::;:..-•:...„. :• ":.t.`. ,;-`...`?iv -- -. •.. .-.--..„v.:kr'..;•,";:........•• '„":, R 1 ..: • .:-.Z ,i-- ci.... . •-•.. • . ',. . . , , • i .011.4.---. ....1, ,' : - ... . . .,...' - '4,,, .......... .i4 ).,-- -.--, - ,. .. 4-:-.3.- ' ;-• fl ...--,..../ .. ' ...- .- ..:. i DL = 2.2 klf , : -..-..-• , -,. 43 ..1,........ 61...'!.. .,,,ii-i •,4 EL = 6.1 _•,,.. _:',..?ill ..- ', . ..• •:.:,`•...': . ': • . ' .: • I.:::,:-:'•74kof.,..,.'''i I ' OT = 56 kip-ft ;9.1 -9, -77,7N• :.? ig..'f ',-- •••••?-•'. -:-.;,. • -,,-• . !-V '-'- .°g.:''. .1' ' '• i''':...... .:- ".,:i•,1-.: .7;•', ..... .'. • ....•," .. •-- , . :;'-i•-.: ',. ';',- ,10.*:,.., ,.- ; ',. :-..;:... . • •..• :' ...: '--- I '''• •• •;-'.'',•*.: t. '-'•••': : • .m.-...:'•'' 1r4r.Mir,Aillit SL = 0.4 klf1. '• : ;•-•'...;•-. .14. • •• -:-,. ...::,.--•• = 0.1 klf ..1 ii- iNinimitig.ittall IN • „ •a Ng 4 . .' 1.;11 . s. f.:....5. 15/11/41‘21.1.:12—nataillet g!ilgtl'--11 DL = 3.1 WY: • kif . :.'•,..:...1. DL -- 3•0 I•i I ,7,,,„ii,Iii,,,g:,516...",417,..4,-iiosiikalizi.416:, , ,.;•,„.„ s., ...... .. .a,7A,Nak. .41, 11,.:11, !1..- :,:.;07....-,...,,,,,,.....„.„.w. ,,.....t.;:..,„„4,77, .1 If" . ,i. '-' 'e 7 :•;,.'... .. ..'.i%:..4.S ‘‘!..:",1'4".''''' ;•?*•;.•11-af.,? •:. ' ,;.11 : ...,•:.., ,:. -.... . •.....,..::.-........1 i -.-.-,...:-.,,,-, ,...., :;,:,, i ,,,...%.,.• ......, . ‘.:.;.- ...-et 0.:.,::,:,,,,,?:* ,3:-,:-;:,;.t::.:.:;.,. ‹,,,2-.., , -..f ;.:,...,.4...,l'i,'; :'' 'i.6:1 \ttk-t::'',..':1',:-.:1;,:' J. ',t.',; .1;:...1.-:-;:i.1:. ....„,,-". ilj,.. ''': " :' .-'-;,:: ...:: .:j,, . ...,. ... 1 .. -." .,..: , ' .:. .: -,,'..' '-c kti:','..., : . , .• '. .•.i. :,.. "..,. -•::.*I.... .4,,...: "..'','; ' '..\-.Y-..,::.:*"...,,' ,.. '''-....., ,-,17771"..".1;', , .,:.1 .. • ...:t ''''..:A1.8". , ,r3'.,-: '.:. .... ..:t .,.-':';.71.2!:14,itAcc : •.:!"!..,* .•. '.,..-.! .14,e :, .,. „,, ....... • ....... ",..44\t, ......tt. .-::.;... . -..-:,.e,.--;.... -.. .,.,,....;. : . •-...:: . ,.......:..,..:.... ,. ..„*„.. . ,-I 1 ''''..;, ': • ..,..: . ..f.:1/...; Ua‘4;;;V;•:. ' • •.: 1 L %liVigt141:"/41' :''." "1. ..".'''''',,'::..:':',";.-1.! .*".::..,::." "`7;,'-'.' . .. f ri,•ii:....:;. ;.; 3,, -• ' '' ' ..,•:::. ''''... : ,..,_y_A.1::":4,'^,•\te-'..2,,,,..___,' •••.;;;._": _:-..L•:.;:,„.,_;-::.:—. ..:. :•r;.1,L.1-.. --..ic c.:iii=t4',.. .,-.'••=,..-.97,7, 5.1:--"T'.•41•20., :.......1 ,, . :. 777--.•-•7,.=----c , kit, .V.;-,-.r .:".:-. . , ` i'''7. ....-7 '.:‘' •:,••-•'. . ''''i :;;,•-.';•,‘ '••:.;*:- f.' ;/11;.hr-, •,. '...II. .- ' ' •,'.t''• ..A. • 1 ' t'' "; • '''!' ..-..... •.C.:- '[ ‘.',..7,\.•1•42:..::.- '' ".-::-: :',,," •-•',;-•:'-': .. !...': -z-i.-;:....:;.-.'• 'C:'i•-...:‘;:.-, 1.• ,;.;'..K.,;';:'.••.;;,-. •;::.•;."c•-;.- ';•• •. t;:..,-,.t,••• I:,‘: .;:•••..-., :..'••i..• - • -. . .':',: ;,7...A...A A ;-. ' ,,,-;:.P. ?-.,?...,-;... -:. ,.. ..;:. : ,-:":-..:'....i- .' -:.:. ..',...,1..,..:,'..-.h., ':-:."li*:•;1,,; Psi; '4'.:,' :', 1, :. ...,,,,,,,.,.,,,.• ," f . : ,: ''.• 1''14.\Ilk,,, ',.., ..--."--'.,•,.. t::- *.-,..';',..:.: ,,::.: ;•,: :.,,l ts: .i.••:.,. , ,,- .-- ',',.-4.',..,ic::' ' , ' ''..;;..«.......4,, ,fly,.--1.. f• NOTES: REFER TO ORIGINAL FOUNDATION DRAWINGS DATED 07/09/1979 KEY: DL- VERTICAL DEAD LOAD SL- VERTICAL SNOW LOAD EL- LATERAL EARTHQUAKE LOAD (ULT) PROJECT NORTH OT- EARTHQUAKE OVERTURNING (ULT) COMBINE LOADS PER ASCE7/OSSC ucTuR DETAIL: EXISTING FOUNDATION LOADING PLAN A-11 4 SCALE: NTS c, p P R0 4 145,0 ..„...„ 0 1 N t. 1,42 cs 4/ 4',p 1.y. Job Name: BROADWAY ROSE THEATRE ADDITIONS Date: 07/07/2021 liii... 13675 r---- ...41111111111111P Job No.: 19130 Drawn: SMD OREGON c) Client: SIE A Sheet: 16 ....,. 0 1` S S K-1 0 , ‘9 CI e 09. J4 D\\' IrliWDY Structural •Civil Engineers 611N111 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ©2021 WDY,INC I RENEWS 12-31-2021 I ph:503.203.8111 fx:503.203.8122 www.wdvi.com Portland, OR ` V 1 5 T A Kansas City, Missouri ,40:10 —STRUCTURAL— Project Loading Vertical Design Loads: Tributary Widths: Transverse Direction(Piers 1-3,Ref:Plan View on 50.1) All loading per WDY Structural/Civil Engineers dated 07/07/2021-see attached DL= 2300 plf SL= 300 plf Max Pier Trib.= 4 ft Pier Working Loads: PDL= 9200 lbs PLL= 1200 lbs PEL= 4333 lbs = 78k-ft/18'=>Worst Case Load Combinations: D+S= 10400 D+0.7E= 12233 D+0.525E+0.75S= 12375 Controls Fs= 2 PTL= 24750 =PTLFs Portland, OR VISTA Kansas City, Missouri -STRUCTURAL— Push Pile DesignL..),,k6, Design Working Load: Quit= 24.75 kips = 0 Pile Properties: Pile Type PP288 Finishes Plain Shaft Diameter 2.875 in Batter Angle 0 Installation Depth Lp= 10 ft Bracket Capacity: Construction Type Retrofit Bracket F5288B(PP288) Bracket Capacity 28.5 Kips OK... (w/48"Sleeve) Installation Pressure,P: Working Area of Hydraulic Ram A5= 9.62 in2 Therefore,Preq= Quit/Acyl 2572 psi Therefore install to a minimim pressure of 2600 psi(or refusal) Theoretical End Bearing L= 2.125 ft =0.25(Lp- 1.5)=0.25(10-1.5) N= 5 (assumed blowcount for soil type) D= 3.5 in (starter sleeve diameter) 61= 51 capacity equation constant B2= 376 capacity equation constant P= 26630 lbs =itDN(B1L+B2)=n•3.5 •5(51 • 2.125+376) *(value is based upon 1500 Hydraulically jacked pipe pile field proof tests) Portland, OR �/ 1 5 T A Kansas City, Missouri � `�� —STRUCTURAL— Simple Bucking: Sleeve Pile Properties Ag= 9.62 in^2 L„= 4 ft e= 7 in Fy= 60 ksi E= 29000 ksi Oo= 3.5 in la= 3.284 in Radius of Gyration r= 0.61 = v(0D2 - l02)/2=J(3.52-3.2842)/2 Effective Length Factor k= 2.1 Column Slenderness Parameter t= 1.98 =([kL ] /ri0+(Fy/E) =([2.1 •4]/0.6170(60/29000) Critical Buckling Stress Fcr= 13.38 ksi =(0.658r2)Fy =(0.658 • 1.982) •60 =(0.877/r2)Fs(0.877/1.392) •60 Compressive Strength for Flexural Buckling Pn= 96.54 kips =AgFcr•0.75 =9.62 • 13.38 •0.75 Fs= 1.67 PTA= 57.81 kips , Portland, OR V ( S TA Kansas City, Missouri .14,1# —STRUCTURAL- Simple Bucking: Pipe Pile Properties Ag= 6.49 in^2 Lu= 10 ft e= 7 in Fy= 60 ksi E= 29000 ksi Op= 3.5 in to= 3.284 in Radius of Gyration r= 0.61 =V(Oo2 - l02)/2=v(352-3.2842)/2 Effective Length Factor k= 0.8 Column Slenderness Parameter = 1.89 =([kL]/rn)vi(Fy/E) =([0.8 • 10]/0.617t)J(60/29000) Critical Buckling Stress Fcr= 14.75 ksi =(0.658r2)Fy =(0.658 1.892) •60 =(0.877/r2)F?(0.877/1.392)• 60 Compressive Strength for Flexural Buckling Pn= 71.82 kips =AgFcr•0.75 =6.49 • 14.75 •0.75 Fs= 1.67 PTA= 43.00 kips • , 104,1�, Hilti PROFIS Engineering 3.0.64 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Oct 6,2020 Date: 10/6/2020 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-SS 304 1/2(3 1/4) °a" AwMlFtYMkkfptVYt1 1i41 Item number: not available Effective embedment depth: hef,act=3.250 in.,hnom=3.625 in. Material: AISI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 1/1/2020 15/1/2021 Proof: Design Method ACI 318-14/Mech Stand-off installation: e,=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=8.000 in.x 7.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Rectangular plates and bars(AISC), 1/4-3/16;(L x W x T)=0.250 in.x 0.188 in. Base material: cracked concrete,2500,fc'=2,500 psi;h=8.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] 4 CI # 11OPP"- rY 1.f0 X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 114uI 1'1 Hilti PROFIS Engineering 3.0.64 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: i E-Mail: Design: Concrete-Oct 6,2020 Date: 10/6/2020 Fastening point: 1.1 Design results Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=0;V.=0;Vy=8,000; no 90 Mx=0;My=0;MZ=0; 2 Load case/Resulting anchor forces ♦y O 2 Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 4,000 0 4,000 2 0 4,000 0 4,000 ►x max.concrete compressive strain: -[%o] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0[lb] resulting compression force in(x/y)=(0.000/0.000):0[Ib] O 1 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load N.[Ib] Capacity+ Nn[Ib] Utilization fIN=Nua/+ Ni, Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** N/A N/A N/A N/A *highest loaded anchor **anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 1114111101191 Hilti PROFIS Engineering 3.0.64 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Oct 6,2020 Date: 10/6/2020 Fastening point: 4 Shear load Load V.[Ib] Capacity$ V„[Ib] Utilization Sv=Via/. V. Status Steel Strength* 4,000 4,472 90 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 8,000 10,548 76 OK Concrete edge failure in direction** N/A N/A N/A N/A *highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength AV,sa =ESR value refer to ICC-ES ESR-1917 w Vsteel >Vua ACI 318-14 Table 17.3.1.1 Variables b '`se,V[in.2] futa[psi] 0.10 115,000 Calculations Vsa[Ib] 6,880 Results Vsa[Ib] S steel (I) Vsa[Ib] Vua[Ib] 6,880 0.650 4,472 4,000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 • • IL.T/ . Hilti PROFIS Engineering 3.0.64 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Oct 6,2020 Date: 10/6/2020 Fastening point: 4.2 Pryout Strength Vcpg =kcp [(p�Nc) W ec,N Wed,N Wc,N Wcp,N Nb , ACI 318-14 Eq.(17.5.3.1b) Vcpg >Vua ACI 318-14 Table 17.3.1.1 ANC see ACI 318-14,Section 17.4.2.1,Fig. R 17.4.2.1(b) ANcO _9 he ACI 318-14 Eq.(17.4.2.1c) 1 Wed,N = _5 2eN� 1.0 ACI318-14Eq.(17.4.2.4) 1 + 3 het ( 1.Shet) ed,N =0 0.3.7 Camin c 1.0 ACI 318-14 Eq.(17.4.2.5b) Alf cp N =MAX(Ca�min 1.5hef)s 1.0 ACI 318-14 Eq.(17.4.2.7b) Cac Cac Nb =kc X a Affc hef5 ACI 318-14 Eq.(17.4.2.2a) Variables kg, hef[in.] ec1,N[in.] ec2 N[in.] Ca,min[in.] 2 3.250 0.000 0.000 W c,N Cac[in.] kc )`a fc[psi] 1.000 6.000 17 1.000 2,500 Calculations) _ AN,[in.2] ANco[in•2] W ec1,N Wec2,N Wed,N Wcp,N Nb[lb] 143.81 95.06 1.000 1.000 1.000 1.000 4,980 Results Vcpq[Ib] concrete 4) Vcpq[Ib] Vua[Ib] 15,068 0.700 10,548 8,000 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2018,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPII).Reference ACI 318-14,Section 17.8.1. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 =Ma Hilti PROFIS Engineering 3.0.64 www.hilti.com Company: Page: 5 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Oct 6,2020 Date: 10/6/2020 Fastening point: Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 5 • MITI Hilti PROFIS Engineering 3.0.64 www.hilti.com Company: Page: 6 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Oct 6,2020 Date: 10/6/2020 Fastening point: 6 Installation data Anchor type and diameter:Kwik Bolt TZ-SS 304 1/2(3 1/4) Profile: Rectangular plates and bars(AISC), 1/4-3/16;(L x W x T)=0.250 in. Item number:not available x 0.188 in. Hole diameter in the fixture:di=0.562 in. Installation torque:480 in.lb Plate thickness(input):0.500 in. Hole diameter in the base material:0.500 in. Recommended plate thickness:not calculated Hole depth in the base material:4.000 in. Drilling method: Hammer drilled Minimum thickness of the base material:8.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ stud anchor with 3.625 in embedment, 1/2(3 1/4),Stainless steel,installation per ESR-1917 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool • Properly sized drill bit • Torque wrench • Hammer Y 4.000 4.000 • • • o • • 0 02 • ri 0 CEo • ► ui x 0 0 U, ri 01 • 0 0 • • 4.000 4.000 Coordinates Anchor[in.] Anchor x y C. c+x 1 0.000 -2.500 - - - - 2 0.000 2.500 - - - - Input data and results must be checked for conformity with the existing conditions and for plausibility! II' PROFIS 9�c)Engineering 2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 9 6 • -,I�, Hilti PROFIS Engineering 3.0.64 www.hilti.com _ Company: Page: 7 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Oct 6,2020 Date: 10/6/2020 Fastening point: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan '.. 7 icc ESEVALUATION SERVICE ICC-ES Evaluation Report ESR-1917 Reissued May 2019 Revised January 2020 This report is subject to renewal May 2021. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa) Section: 03 16 00—Concrete Anchors [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. DIVISION: 05 00 00—METALS The 3/8-inch-, 1/2-inch-, 5/8-inch- and 3/4-inch diameter Section: 05 05 19—Post-Installed Concrete Anchors (9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB-TZ anchors may be installed in the soffit of cracked and REPORT HOLDER: uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive HILTI, INC. strength, fc, of 3,000 psi (20.7 MPa) [minimum of 24 MPa EVALUATION SUBJECT: is required under ADIBC Appendix L, Section 5.1.1]. The anchoring system complies with anchors as HILTI KWIK BOLT TZ CARBON AND STAINLESS described in Section 1901.3 of the 2018 and 2015 IBC, STEEL ANCHORS IN CRACKED AND UNCRACKED Section 1909 of the 2012 IBC, and Section 1912 of the CONCRETE 2009 IBC. The anchoring system is an alternative to cast- in-place anchors described in Section 1908 of the 2012 1.0 EVALUATION SCOPE IBC, and Section 1911 of the 20091BC. The anchors may also be used where an engineered design is submitted in Compliance with the following codes: accordance with Section R301.1.3 of the IRC. • 2018, 2015, 2012 and 2009 International Building 3.0 DESCRIPTION Code®(IBC) IN2018, 2015, 2012 and 2009 International Residential 3.1 KB-TZ: Code®(IRC) KB-TZ anchors are torque-controlled, mechanical • 2013 Abu Dhabi International Building Code(ADIBC)t expansion anchors. KB TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and tThe ADIBC is based on the 2009 IBC.2009 IBC code sections referenced washer. The anchor (carbon steel version) is illustrated in in this report are the same sections in the ADIBC. Figure 1. The stud is manufactured from carbon steel or For evaluation for compliance with the National Building AISI Type 304 or Type 316 stainless steel materials. Code of Canada®(NBCC), see listing report ELC-1917. Carbon steel KB-TZ anchors have a minimum 5 pm For evaluation for compliance with codes adopted by the (0.0002 inch) zinc plating. The expansion elements for the Los Angeles Department of Building and Safety (LADES), carbon and stainless steel KB TZ anchors are fabricated see ESR-1917 LABC and LARC Supplement. from Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A563-04, Grade A, and the hex nut for Property evaluated: stainless steel conforms to ASTM F594. Structural The anchor body is comprised of a high-strength rod 2.0 USES threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section The Hilti Kwik Bolt TZ anchor (KB TZ) is used as expansion element which freely moves around the anchorage to resist static, wind, and seismic (Seismic mandrel. The expansion element movement is restrained Design Categories A through F)tension and shear loads in by the mandrel taper and by a collar. The anchor is cracked and uncracked normal-weight concrete and installed in a predrilled hole with a hammer. When torque lightweight concrete having a specified compressive is applied to the nut of the installed anchor, the mandrel is strength, f', of 2,500 psi to 8,500 psi drawn into the expansion element, which is in turn (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required expanded against the wall of the drilled hole. under ADIBC Appendix L, Section 5.1.1]. The 3/8-inch- and 1/2-inch-diameter (9.5 mm and 3.2 Concrete: 12.7 mm) carbon steel KB-TZ anchors may be installed in Normal-weight and lightweight concrete must conform to the topside of cracked and uncracked normal-weight or Sections 1903 and 1905 of the IBC. sand-lightweight concrete-filled steel deck having a 3.3 Steel Deck Panels: minimum member thickness, hmin,deck, as noted in Table 6 of this report and a specified compressive strength, f'c, Steel deck panels must be in accordance with the !CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed (jai an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. Copyright©2020 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 18 ESR-1917 I Most Widely Accepted and Trusted Page 2 of 18 configuration in Figures 5A, 5B, 5C and 5D and have a 4.1.4 Requirements for Static Pullout Strength in minimum base steel thickness of 0.035 inch (0.899 mm). Tension: The nominal pullout strength of a single anchor Steel must comply with ASTM A653/A653M SS Grade in accordance with ACI 318-14 17.4.3.1 and 17.4.3.2 or 33 and have a minimum yield strength of 33,000 psi ACI 318-11 D.5.3.1 and D.5.3.2, respectively, as (228 MPa). applicable, in cracked and uncracked concrete, Np,cr and 4.0 DESIGN AND INSTALLATION Np,uncr, respectively, is given in Tables 3 and 4. For all design cases 4Jc,a = 1.0. In accordance with ACI 318-14 4.1 Strength Design: 17.4.3 or ACI 318-11 D.5.3, as applicable, the nominal 4.1.1 General: Design strength of anchors complying with pullout strength in cracked concrete may be calculated in the 2018 and 2015 IBC, as well as Section R301.1.3 of the accordance with the following equation: 2015 IRC must be determined in accordance with ACI 318- I 14 Chapter 17 and this report. NThfc = NM,cr VVl f ) ` p(Ib, si (Eq-1) zsoo Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC, must be Np.fC = Np,crJ f�172 (N, MPa) determined in accordance with ACI 318-11 Appendix D and this report. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 Design strength of anchors complying with the 2009 IBC D.5.3.6, as applicable, the nominal pullout strength in and Section R301.1.3 of the 2009 IRC must be determined tension may be calculated in accordance with the following in accordance with ACI 318-08 Appendix D and this report. equation: Design parameters provided in Tables 3, 4, 5 and 6 of this report are based on the 2018 and 2015 IBC (ACI 318- Np.f, =Np.uncr,,/ (Ib, psi) (Eq-2) 14)and the 2012 IBC(ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI f� 318-11 D.4.1, as applicable, except as required in ACI Np,f' = Np,uncr 172 (N, MPa) 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Where values for Np,cr or Np,uncr are not provided in Table Strength reduction factors, 0, as given in ACI 318-14 3 or Table 4, the pullout strength in tension need not be 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in evaluated. Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 The nominal pullout strength in cracked concrete of of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of the carbon steel KB-TZ installed in the soffit of ACI 318-11, as applicable. Strength reduction factors, 0, as sand lightweight or normal weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318-11 5C, is given in Table 5. In accordance with ACI 318 14 17.4.3.2 or ACI 318 11 D.5.3.2, as applicable, the nominal Appendix C. An example calculation in accordance with the 2018, 2015 and 2012 IBC is provided in Figure 8. The pullout strength in cracked concrete must be calculated in value of fc used in the calculations must be limited to a accordance with Eq 1, whereby the value of Np,deck,cr maximum of 8,000 psi (55.2 MPa), in accordance with ACI must be substituted for Np,cr and the value of 318 14 17.2.7 or ACI 318 11 D.3.7, as applicable. 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where 4.1.2 Requirements for Static Steel Strength in analysis indicates no cracking in accordance with ACI Tension: The nominal static steel strength, Nsa, of a single 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the anchor in tension must be calculated in accordance with nominal strength in uncracked concrete must be calculated ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable. according to Eq-2, whereby the value of Np,deck,uncr must be The resulting Nsa values are provided in Tables 3 and 4 of substituted for Np,uncrand the value of 3,000 psi (20.7 MPa) this report. Strength reduction factors 0 corresponding to must be substituted for the value of 2,500 psi(17.2 MPa)in ductile steel elements may be used. the denominator.The use of stainless steel KB-TZ anchors 4.1.3 Requirements for Static Concrete Breakout installed in the soffit of concrete on steel deck assemblies Strength in Tension: The nominal concrete breakout is beyond the scope of this report. strength of a single anchor or group of anchors in tension, 4.1.5 Requirements for Static Steel Strength in Shear: Ncb or Ncbg, respectively, must be calculated in accordance The nominal steel strength in shear, Vsa, of a single anchor with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 with modifications as described in this section. The basic D.6.1.2, as applicable, is given in Table 3 and Table 4 of concrete breakout strength in tension, Nb, must be this report and must be used in lieu of the values derived calculated in accordance with ACI 318-14 17.4.2.2 or ACI by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 D.5.2.2, as applicable, using the values of hef and 318-11 Eq. D-29, as applicable. The shear strength Vsadeck kcr as given in Tables 3, 4 and 6. The nominal concrete of the carbon-steel KB-TZ as governed by steel failure of breakout strength in tension in regions where analysis the KB-TZ installed in the soffit of sand-lightweight or indicates no cracking in accordance with ACI 318-14 normal-weight concrete on steel deck floor and roof 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be assemblies, as shown in Figures 5A, 5B and 5C, is given calculated with kuncr as given in Tables 3 and 4 and with in Table 5. (Pc,N= 1.0. 4.1.6 Requirements for Static Concrete Breakout For carbon steel KB-TZ anchors installed in the soffit of Strength in Shear: The nominal concrete breakout sand-lightweight or normal-weight concrete on steel deck strength of a single anchor or group of anchors in shear, floor and roof assemblies, as shown in Figures 5A, 5B and Vcb or Vcbg, respectively, must be calculated in accordance 5C, calculation of the concrete breakout strength is not with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, required. with modifications as described in this section. The basic ESR-1917 I Most Widely Accepted and Trusted Page 3 of 18 concrete breakout strength, Vb, must be calculated in D.6.1.2, as applicable, the appropriate value for nominal accordance with ACI 318-14 17.5.2.2 or ACI 318-11 steel strength for seismic loads, Vsa,eq described in Table 3 D.6.2.2, as applicable, based on the values provided in and Table 4 or Vsa,deck described in Table 5 must be used Tables 3 and 4. The value of le used in ACI 318-14 Eq. in lieu of Vsa,as applicable. 17.5.2.2a or ACI 318-11 Eq. D-33 must be taken as no 4.1.9 Requirements for Interaction of Tensile and greater than the lesser of her or 8da. Shear Forces: For anchors or groups of anchors that are For carbon steel KB-TZ anchors installed in the soffit of subject to the effects of combined tension and shear sand-lightweight or normal-weight concrete on steel deck forces, the design must be performed in accordance with floor and roof assemblies, as shown in Figures 5A, 5B and ACI 318-14 17.6 or ACI 318-11 D.7, as applicable. 5C, calculation of the concrete breakout strength in shear 4.1.10 Requirements for Minimum Member Thickness, is not required. Minimum Anchor Spacing and Minimum Edge 4.1.7 Requirements for Static Concrete Pryout Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI Strength in Shear: The nominal concrete pryout strength 318-11 D.8.1 and D.8.3, respectively, as applicable, values of a single anchor or group of anchors, Vcp or Vcpg, of &min and Cmin as given in Tables 3 and 4 of this report respectively, must be calculated in accordance with ACI must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, modified D.8.5, as applicable, minimum member thicknesses hmin as by using the value of kcp provided in Tables 3 and 4 of this given in Tables 3 and 4 of this report must be used. report and the value of Ncb or Ncbg as calculated in Section Additional combinations for minimum edge distance, Cmin, 4.1.3 of this report. and spacing, Smin, may be derived by linear interpolation For carbon steel KB-TZ anchors installed in the soffit of between the given boundary values as described in Figure 4. sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures For carbon steel KB-TZ anchors installed on the top of 5A, 5B, and 5C, calculation of the concrete pry-out normal-weight or sand-lightweight concrete over profile strength in accordance with ACI 318-14 17.5.3 or ACI steel deck floor and roof assemblies, the anchor must be 318-11 D.6.3 is not required. installed in accordance with Table 6 and Figure 5D. 4.1.8 Requirements for Seismic Design: For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile 4.1.8.1 General: For load combinations including seismic, steel deck floor and roof assemblies, the anchors must be the design must be performed in accordance with ACI installed in accordance with Figure 5A, 5B and 5C and 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. shall have an axial spacing along the flute equal to the Modifications to ACI 318-14 17.2.3 shall be applied under greater of 3hef or 1.5 times the flute width. Section 1905.1.8 of the 2018 and 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to 4.1.11 Requirements for Critical Edge Distance: In ACI 318 (-08, -05) D.3.3 shall be applied under Section applications where c< cac and supplemental reinforcement 1908.1.9 of the 2009 IBC, as applicable. to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked The anchors comply with ACI 318-14 2.3 or ACI 318-11 concrete, calculated in accordance with ACI 318-14 17.4.2 D.1, as applicable, as ductile steel elements and must be or ACI 318-11 D.5.2, as applicable, must be further designed in accordance with ACI 318-14 17.2.3.4, multiplied by the factor 4'1cp,N as given by Eq-1: 17.2.3.5, 17.2.3.6 or 17.2.3.7; or ACI 318-11 D.3.3.4, c D.3.3.5, D.3.3.6 or D.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5 or 'lfcp,N= cQ (Eq-3) D.3.3.6, as applicable. Strength reduction factors, 0, are given in Tables 3 and 4 of this report.The anchors may be whereby the factor LPcp,N need not be taken as less installed in Seismic Design Categories A through F of the than 1.5ha, . For all other cases, 4Pcp,N = 1.0. In lieu of o.. IBC. using ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as 4.1.8.2 Seismic Tension: The nominal steel strength applicable, values of cac must comply with Table 3 or Table and nominal concrete breakout strength for anchors in 4 and values of cac,deck must comply with Table 6. tension must be calculated in accordance with ACI 318-14 4.1.12 Lightweight Concrete: For the use of anchors in 17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, as applicable, as described in Sections 4.1.2 and 4.1.3 of this lightweight concrete, the modification factor Aa equal to report. In accordance with ACI 318-14 17.4.3.2 or ACI 0.8A is applied to all values of T affecting Nn and Vb. 318-11 D.5.3.2, as applicable, the appropriate pullout strength in tension for seismic loads, Np,eq, described in For ACI 318-14 (2018 and 2015 IBC), ACI 318-11 (2012 Table 4 or Np,deck,cr described in Table 5 must be used in IBC) and ACI 318-08 (2009 IBC), A shall be determined in lieu of Np, as applicable. The value of Np,eq or Np,deck,cr may accordance with the corresponding version of ACI 318. be adjusted by calculation for concrete strength in accordance with Eq-1 and Section 4.1.4 whereby the value For anchors installed in the soffit of sand-lightweight of Np,deck,cr must be substituted for Np,cr and the value of concrete-filled steel deck and floor and roof assemblies, 3,000 psi (20.7 MPa) must be substituted for the value of further reduction of the pullout values provided in this 2,500 psi (17.2 MPa) in the denominator. If no values for report is not required. Np,eq are given in Table 3 or Table 4, the static design 4.2 Allowable Stress Design(ASD): strength values govern. 4.2.1 General: Design values for use with allowable 4.1.8.3 Seismic Shear: The nominal concrete breakout stress design (working stress design) load combinations strength and pryout strength in shear must be calculated in calculated in accordance with Section 1605.3 of the IBC, accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI must be established as follows: 318-11 D.6.2 and D.6.3, respectively, as applicable, as �N described in Sections 4.1.6 and 4.1.7 of this report. In Tallowable,ASD = n accordance with ACI 318-14 17.5.1.2 or ACI 318-11 a ESR-1917 I Most Widely Accepted and Trusted Page 4 of 18 Vallowable,ASD = �V the hole. If dust and debris is removed from the drilled hole n with the Hilti TE-YD or TE-CD Hollow Drill Bits or a compressed air or a manual pump, hnan is achieved at the where: specified value of ho noted in Tables 1A and 1B. The Tallowable,ASD = Allowable tension load (lbf or kN). anchor must be hammered into the predrilled hole until hnom is achieved. The nut must be hand-tightened against Vallowable,ASD = Allowable shear load (lbf or kN). the washer until the torque values specified in Tables 1A 0Nn = Lowest design strength of an anchor and 1B are achieved. For installation in the soffit of or anchor group in tension as concrete on steel deck assemblies, the hole diameter in determined in accordance with ACI the steel deck not exceed the diameter of the hole in the 318-14 Chapter 17 and 2018 and concrete by more than 1/8 inch (3.2 mm). For member 2015 IBC Section 1905.1.8, ACI 318- thickness and edge distance restrictions for installations 11 Appendix D, ACI 318 08 Appendix into the soffit of concrete on steel deck assemblies, see D and 2009 IBC Section 1908.1.9, Figures 5A, 5B and 5C. The /8", 1/2", and /8"anchors may and Section 4.1 of this report, as be installed using the Hilti Safe-SetTM System consisting of applicable(lbf or N). the Hilti SIW-6AT-A22 Impact Wrench used together with the Hilti SI-AT-A22 Adaptive Torque Module in accordance OVn = Lowest design strength of an anchor with the manufacturer's published installation instructions or anchor group in shear as as shown in Figure 7A. determined in accordance with ACI 4.4 Special Inspection: 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318- Periodic special inspection is required in accordance with 11 Appendix D, ACI 318-08 Appendix Section 1705.1.1 and Table 1705.3 of the 2018 and 2015 D and 2009 IBC Section 1908.1.9, IBC and 2012 IBC; Section 1704.15 and Table 1704.4 of and Section 4.1 of this report, as the 2009 IBC, as applicable. The special inspector must applicable(Ibf or N). make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, a = Conversion factor calculated as a concrete compressive strength, anchor spacing, edge weighted average of the load factors distances, concrete member thickness, tightening torque, for the controlling load combination. In hole dimensions,anchor embedment and adherence to the addition, a must include all applicable manufacturer's printed installation instructions. The special factors to account for nonductile inspector must be present as often as required in failure modes and required over- accordance with the "statement of special inspection." strength. Under the IBC, additional requirements as set forth in The requirements for member thickness, edge distance Sections 1705, 1706 and 1707 must be observed, where and spacing, described in this report, must apply. An applicable. example of allowable stress design values for illustrative 5.0 CONDITIONS OF USE purposes in shown in Table 7. The Hilti KB-TZ anchors described in this report comply 4.2.2 Interaction of Tensile and Shear Forces: The with the codes listed in Section 1.0 of this report, subject to interaction must be calculated and consistent with ACI the following conditions: 318-14 17.6 or ACI 318-11 D.7, as applicable, as follows: 5.1 Anchor sizes, dimensions, minimum embedment For shear loads Vapplied 5 0.2 Vallowable,ASD, the full allowable depths and other installation parameters are as set load in tension must be permitted. forth in this report. For tension loads Tapplied 5 O.2Tallowable,ASD, the full allowable 5.2 The anchors must be installed in accordance with the load in shear must be permitted. manufacturer's published instructions and this report. For all other cases: In case of conflict,this report governs. Tapplied Vlied app 5.3 Anchors must be limited to use in cracked and + <_ 1.2 (Eq-4) uncracked normal-weight concrete and lightweight Tallowable,ASD Vallowable,ASD concrete having a specified compressive strength, fc, 4.3 Installation: of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) Installation parameters are provided in Tables 1A, 1B and [minimum of 24 MPa is required under ADIBC 6 and Figures 2, 5A, 5B, 5C, and 5D. Anchor locations Appendix L, Section 5.1.1], and cracked and must comply with this report and plans and specifications uncracked normal-weight or sand-lightweight concrete approved by the code official. The Hilti KB-TZ must be over metal deck having a minimum specified installed in accordance with manufacturer's published compressive strength, fc, of 3,000 psi (20.7 MPa) instructions and this report. In case of conflict, this report [minimum of 24 MPa is required under ADIBC governs. Anchors must be installed in holes drilled into the Appendix L, Section 5.1.1]. concrete using carbide-tipped masonry drill bits complying 5.4 The values of fc used for calculation purposes must with ANSI B212.15-1994 or using the Hilti SafeSet not exceed 8,000 psi (55.1 MPa). System'" with Hilti TE-YD or TE-CD Hollow Drill Bits complying with ANSI B212.15-1994 with a Hilti vacuum 5.5 The concrete shall have attained its minimum design with a minimum value for the maximum volumetric flow strength prior to installation of the anchors. rate of 129 CFM (61 t/s). The Hollow Drill Bits are not 5.6 Strength design values must be established in permitted for use with the 3/8" and 3/4' diameter KB-TZ accordance with Section 4.1 of this report. anchors. The minimum drilled hole depth, ho, is given in 5.7 Allowable design values are established in Tables 1A and 1B. When drilling dust is not removed after accordance with Section 4.2. hole drilling, make sure to drill deep enough to achieve hnom taking into account the depth of debris remaining in 5.8 Anchor spacing and edge distance as well as E$R-1917 ( Most Widely Accepted and Trusted Page 5 of 18 minimum member thickness must comply with Tables 5.16 Use of anchors made of stainless steel as specified in 3, 4, and 6,and Figures 4, 5A, 5B, 5C and 5D. this report are permitted for contact with preservative- 5.9 Prior to installation, calculations and details treated and fire-retardant-treated wood. demonstrating compliance with this report must be 5.17 Anchors are manufactured by Hilti AG under an submitted to the code official. The calculations and approved quality-control program with inspections by details must be prepared by a registered design ICC-ES. professional where required by the statutes of the 5.18 Special inspection must be provided in accordance jurisdiction in which the project is to be constructed. with Section 4.4. 5.10 Since an ICC-ES acceptance criteria for evaluating 6.0 EVIDENCE SUBMITTED data to determine the performance of expansion anchors subjected to fatigue or shock loading is 6.1 Data in accordance with the ICC-ES Acceptance unavailable at this time, the use of these anchors Criteria for Mechanical Anchors in Concrete Elements under such conditions is beyond the scope of this (AC193), dated October 2017, (editorially revised report. April 2018), which incorporates requirements in ACI 5.11 Anchors may be installed in regions of concrete 355.2-07 / ACI 255.2-04 for use in cracked and uncracked concrete. where cracking has occurred or where analysis indicates cracking may occur (ft > f,), subject to the 6.2 Quality-control documentation. conditions of this report. 7.0 IDENTIFICATION 5.12 Anchors may be used to resist short-term loading due 7.1 The anchors are identified by packaging labeled with to wind or seismic forces in locations designated as the manufacturer's name (Hilti, Inc.) and contact Seismic Design Categories A through F of the IBC, information, anchor name, anchor size, and subject to the conditions of this report. evaluation report number (ESR-1917). The anchors 5.13 Where not otherwise prohibited in the code, KB-TZ have the letters KB-TZ embossed on the anchor stud anchors are permitted for use with fire-resistance- and four notches embossed into the anchor head, rated construction provided that at least one of the and these are visible after installation for verification. following conditions is fulfilled: 7.2 The report holder's contact information is the • Anchors are used to resist wind or seismic forces following: only. HILTI, INC. • Anchors that support a fire-resistance-rated 7250 DALLAS PARKWAY, SUITE 1000 envelope or a fire-resistance-rated membrane PLANO,TEXAS 75024 are protected by approved fire-resistance-rated (918)872-8000 materials, or have been evaluated for resistance to www.hilti.com fire exposure in accordance with recognized HiltiTechEnq(a.us.hilti.com standards. • Anchors are used to support nonstructural elements. 5.14 Use of zinc-coated carbon steel anchors is limited to dry,interior locations. 5.15 Use of anchors made of stainless steel as specified in this report are permitted for exterior exposure and damp environments. ESR-1917 I Most Widely Accepted and Trusted Page 6 of 18 • 1 TABLE 1A—SETTING INFORMATION(CARBON STEEL ANCHORS) SETTING Nominal anchor diameter(in.) INFORMATION Symbol Units 3/8 1/2 5 3 In Is In. 0.375 0.5 0.625 0.75 Anchor O.D. da (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit dsr In. 3/8 1/2 5/8 3/4 diameter Effective min. In. 11/2 2 23/4 2 31/4 31/8 4 31/4 33/4 43/4 embedment her (mm) (38) (51) (70) (51) (83) (79) (102) (83) (95) (121) Nominal in. 113/16 25/16 31/16 23/8 35/8 33/16 47/16 313/16 45/16 55/16 embedment boon (mm) (46) (59) (78) (60) (91) (91) (113) (97) (110) (136) In. 2 25/8 33/8 25/8 4 33/4 43/4 4 41/2 53/4 Min.hole depth hn (mm) (51) (67) (86) (67) (102) (95) ( ) ( ) ( ) ( 6) 121 102 114 14 Min.thickness of In. 0 0 0 3/4 1/4 3/8 3/4 0 0 7/8 fmin fastened part1 (mm) (0) (0) (0) (19) (6) (9) (19) (0) (0) (23) Required ft-lb 25 40 60 110 Installation torque2 Test (Nm) (34) (54) (81) (149) Min.dia.of hole In. 7/16 5/16 11/16 13/16 in fastened part do (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor In. 3 33/4 5 33/4 41/2 51/2 7 43/4 6 81/2 10 51/2 7 8 10 tench lengths (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (178) (203) (254) Threaded length In. 11/2 21/4 31/2 15/s 23/8 33/8 47/a 11/2 23/4 51l4 63/4 21!2 4 5 7 (incl.dog point) thread (mm) (38) (57) (93) (41) (60) (86) (124) (38) (70) (133) (171) (63) (103) (128) (179) In. 11/2 21/8 31/4 3 Unthreaded funlhr length (mm) (39) (54) (83) (77) 1The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread.If a thinner fastening thickness is required,increase the anchor embedment to suit. 2See section 4.3 for alternate installation with Hilti Safe-SetT"System consisting of the Hilti SIW-6AT-A22 Impact Wrench used together with the Hilti SI-AT-A22 Adaptive Torque Module. TABLE 1B—SETTING INFORMATION(STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter(in.) INFORMATION Symbol Units 3/8 1/2 5/8 3/4 In. 0.375 0.5 0.625 0.75 Anchor O.D. de (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit dbu In. 3/E 1/2 5/8 3/4 diameter Effective min. In. 2 2 31/4 31/s 4 33/4 43/4 embedment her (mm) (51) (51) (83) (79) (102) (95) (121) Nominal in. 25/16 23/8 35/8 39/16 47/16 45/16 55/16 embedment hope (mm) (59) (60) (91) (91) (113) (110) (136) In. 25/8 25/8 4 33/4 43/4 41/2 53/4 Min.hole depth he (mm) (67) (67) (102) (95) (121) (114) (146) Min.thickness of In. 1/4 3/4 1/4 3/8 3/4 1/8 15/8 fastened part' ton (mm) (6) (19) (6) (9) (19) (3) (41) Required ft-lb 25 40 60 110 Tnsr Installation torque2 (Nm) (34) (54) (81) (149) Min.dia.of hole in In. 7/16 9/16 11/16 13/16 fastened part do (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor In. 3 33/4 5 33/4 41/2 51/2 7 43/4 6 81/2 10 51/2 8 10 lengths tench (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) (254) Threaded length In. 7/8 15/s 27/8 15/s 23/a 33/8 47/s 11/2 23/4 51/4 63/4 11/2 4 6 (incl.dog point) thread (mm) (22) (41) (73) (41) (60) (86) (124) (38) (70) (133) (171) (38) (102) (152) In. 21/8 21/8 31/4 4 Unthreaded length funlnr (mm) (54) (54) (83) (102) 'The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread.If a thinner fastening thickness is required,increase the anchor embedment to suit. 2See section 4.3 for alternate installation with Hilti Safe-SetT14 System consisting of the Hilti SIW-6AT-A22 Impact Wrench used together with the Hilti SI-AT-A22 Adaptive Torque Module. ESR-1917 I Most Widely Accepted and Trusted Page 7 of 18 UNC thread mandrel e„ dog point expansion collar hex nut element bolt washer FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ(KB-TZ) • A MIA (thread I do _ N 1A • tench • (unthr da hef hnom ho irm Ii FIGURE 2—KB-TZ INSTALLED TABLE 2—LENGTH IDENTIFICATION SYSTEM(CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking ABCDE F G H I J K LMNOPQRS T UVW on bolt head Length of From 1 'A 2 2% 3 3% 4 4'/2 5 5% 6 6'/z 7 7'A 8 8'A 9 9'A 10 11 12 13 14 15 anchor, Up to but tench not 2 2% 3 3% 4 4% 5 5'A 6 6'/z 7 7% 8 8% 9 9% 10 11 12 13 14 15 16 (inches) including FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT ESR-1917 I Most Widely Accepted and Trusted Page 8 of 18 TABLE 3-DESIGN INFORMATION,CARBON STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 3/8 1/2 5/8 3/4 in. 0.375 0.5 0.625 0.75 Anchor O.D. da (mm) (9.5) (12.7) (15.9) (19.1) in. 11/2 2 23/4 2 31/4 31/8 4 31/4 33/4 43/4 Effective min.embedment) her (mm) (38) (51) (70) (51) (83) (79) (102) (83) (95) (121) in. 31/4 4 5 5 4 6 6 8 5 6 8 51/2 6 8 8 Min.member thickness2 hm (mm) (83) (102) (127) (127) (102) (152) (152) (203) (127) (152) (203) (140) (152) (203) (203) in. 6 43/8 4 41/8 51/2 41/2 71/2 6 61/2 83/4 63/4 12 10 8 9 Critical edge distance cap (mm) (152) (111) (102) (105) (140) (114) (191) (152) (165) (222) (171) (305) (254) (203) (229) In. 8 21/2 21/2 23/4 23/8 35/8 31/4 912 43/4 41/8 cmn (mm) (203) (64) (64) (70) (60) (92) (83) (241) (121) (105) Min.edge distance in. 8 5 5 53/4 53/4 61/8 57/8 5 101/2 87/8 fors_ (mm) (203) (127) (127) (146) (146) (156) (149) (127) (267) (225) in. 8 21/2 21/2 23/4 23/8 31/2 3 5 5 4 Soon (mm) (203) (64) (64) (70) (60) (89) (76) (127) (127) (102) Min.anchor spacing In. 8 35/8 35/8 41/8 31/2 43/4 41/4 912 91/2 73/4 for c>- (mm) (203) (92) (92) (105) (89) (121) (108) (241) (241) (197) in. 2 25/8 33/8 25/8 4 33/4 43/4 4 41/2 53/4 Min.hole depth in concrete ho (mm) (51) (67) (86) (67) (102) (98) (121) (102) (117) (146) lb/in2 100,000 84,800 84,800 84,800 Min.specified yield strength fy (N/mm2) (690) (585) (585) (585) lb/in2 125,000 106,000 106,000 106,000 Min.specified ult.strength f 1a (N/mm2) (862) (731) (731) (731) In2 0.052 0.101 0.162 0.237 Effective tensile stress area Ase,N (mm2) (33.6) (65.0) (104.6) (152.8) lb 6,500 10,705 17,170 25,120 Steel strength in tension Ma (kN) (28.9) (47.6) (76.4) (111.8) lb 2,180 3,595 5,495 8,090 13,675 Steel strength in shear Vsa (kN) (9.7) (16.0) (24.4) (36.0) (60.8) Steel strength in shear, lb 2,180 2,255 5,495 7,600 11,745 seismic3 V a', (kN) (9.7) (10.0) (24.4) (33.8) (52.2) Pullout strength uncracked lb 2,160 2,515 4,110 5,515 9,145 8,280 10,680 NA concrete' N°'un" (kN) (9.6) (11.2) (18.3) NA (24.5) NA (40.7) (36.8) (47.5) Pullout strength cracked lb 2,270 3,160 4,915 concrete (kN) NA (10.1) (14.1) NA NA NA (219) Anchor category5 2 1 Effectiveness factor k,,,e,uncracked concrete 24 Effectiveness factor lc,cracked concretes 17 Wc.N=k,ne,/ke,7 1.0 Coefficient for pryout strength,kcp 1.0 2.0 1.0 2.0 Strength reduction factor 0 for tension,steel failure 0.75 modes, Strength reduction factor 0 for shear,steel failure 0.65 modes, Strength reduction 0 factor for tension,concrete 0.55 0.65 failure modes or pullout,Condition B9 Strength reduction 0 factor for shear,concrete failure 0.70 modes,Condition B9 Axial stiffness in service load /3u"=r lb/in. 600,000 range10 Q., lb/in. 135,000 For SI:1 inch=25.4 mm,1 lbf=4.45 N,1 psi=0.006895 MPa. For pound-inch units:1 mm=0.03937 inches. 1See Fig.2. 2For sand-lightweight or normal-weight concrete over metal deck,see Figures 5A,5B,5C and 5D and Tables 5 and 6. 3See Section 4.1.8 of this report. 4For all design cases We,°=1.0.NA(not applicable)denotes that this value does not control for design.See Section 4.1.4 of this report. 5See ACI 318-14 17.3.3 or ACI 318-11 D.4.3,as applicable. ,See ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2,as applicable. 7For all design cases Wo N=1.0.The appropriate effectiveness factor for cracked concrete(Kr)or uncracked concrete(k,,0cr)must be used. ,The KB-TZ is a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 D.1,as applicable. ,For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2,as applicable.Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c)or ACI 318-11 D.4.3(c),as applicable,is not provided,or where pullout or pryout strength governs.For cases where the presence of supplementary reinforcement can be verified,the strength reduction factors associated with Condition A may be used. 10Mean values shown,actual stiffness may vary considerably depending on concrete strength,loading and geometry of application. ER-1917 I Most Widely Accepted and Trusted Page 9 of 18 ` TABLE 4-DESIGN INFORMATION,STAINLESS STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units y 3/8 1/2 5/8 3/4 in. 0.375 0.5 0.625 0.75 Anchor O.D. da (mm) (9.5) (12.7) (15.9) (19.1) in. 2 2 31/4 31/8 4 33/4 43/4 Effective min.embedment' h°' (mm) (51) (51) (83) (79) (102) (95) (121) in. 4 5 4 6 6 8 5 6 8 6 8 8 Min.member thickness halm (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) in. 43/8 37/6 51/2 41/2 71/2 6 7 87/8 6 10 7 9 Critical edge distance °ac (mm) (111) (98) (140) (114) (191) (152) (178) (225) (152) (254) (178) (229) in. 21/2 27/8 21/8 31/4 23/8 41/4 4 cm,,, (mm) (64) (73) (54) (83) (60) (108) (102) Min.edge distance in. 5 53/4 51/4 1 S/2 5/2 10 8/2 for s z (mm) (127) (146) (133) (140) (140) (254) (216) in. 21/4 27/8 2 23/4 23/8 5 4 smr° (mm) (57) (73) (51) (70) (60) (127) (102) Min.anchor spacing in. 31/2 41/2 31/4 41/8 41/4 91/2 7 for c>_ (mm) (89) (114) (83) (105) (108) (241) (178) in. 25/8 25/8 4 33/4 43/4 41/2 53/4 Min.hole depth in concrete h° (mm) (67) (67) (102) (98) (121) (117) (146) lb/in2 92,000 92,000 92,000 76,125 Min.specified yield strength fy (N/mm2) (634) (634) (634) (525) lb/in2 115,000 115,000 115,000 101,500 Min.specified ult.Strength fie (N/mm2) (793) (793) (793) (700) in2 0.052 0.101 0.162 0.237 Effective tensile stress area AS°.N (mm2) (33.6) (65.0) (104.6) (152.8) lb 5,968 11,554 17,880 24,055 Steel strength in tension Nsa (kN) (26.6) (51.7) (82.9) (107.0) lb 4,720 6,880 9,870 15,711 Steel strength in shear VS8 (kN) (21.0) (30.6) (43.9) (69.9) Pullout strength in tension, lb 2,340 2,735 NA NA 5,840 8,110 NA seismic2 NA'eQ (kN) (10.4) (12.2) (26.0) (36.1) lb 2,825 6,880 9,350 12,890 Steel strength in shear,seismic2 Vsa,eq (kN) (12.6) (30.6) (41.6) (57.3) Pullout strength uncracked lb 2,630 NA 5,760 NA NA 12,040 concrete3 NP'°°` (kN) (11.7) (25.6) (53.6) Pullout strength cracked lb 2,340 3,180 NA NA 5,840 8,110 NA concrete3 NP'" (kN) (10.4) (14.1) (26.0) (36.1) Anchor category' 1 2 1 Effectiveness factor k,,,,c,uncracked concrete 24 Effectiveness factor kc,cracked concrete' 17 24 17 17 17 24 17 4ic,N=k nc,/kcr6 1.0 Strength reduction factor 0 for tension,steel failure 0.75 modes? Strength reduction factor 0 for shear,steel failure modes? 0.65 Strength reduction 0 factor for tension,concrete failure 0.65 0.55 0.65 modes,Condition Be Coefficient for pryout strength,kcp 1.0 2.0 Strength reduction 0 factor for shear,concrete failure 0.70 modes,Condition Ba Axial stiffness in service load fi°°r lb/in. 120,000 ranges R°r lb/in. 90,000 For SI:1 inch=25.4 mm,1 lbf=4.45 N,1 psi=0.006895 MPa For pound-inch units:1 mm=0.03937 inches. 'See Fig.2. ,See Section 4.1.8 of this report.NA(not applicable)denotes that this value does not control for design. 3For all design cases 410. NA(not applicable)denotes that this value does not control for design.See Section 4.1.4 of this report. 4See ACI 318-14 17.3.3 or ACI 318-11 D.4.3,as applicable. ,See ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2,as applicable. 6For all design cases 4,N=1.0.The appropriate effectiveness factor for cracked concrete(k,)or uncracked concrete(k,,,cr)must be used. ,The KB-TZ is a ductile steel element as defined by ACI 318 D.1. ,For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2,as applicable.Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c)or ACI 318-11 D.4.3(c),as applicable,is not provided,or where pullout or pryout strength governs.For cases where the presence of supplementary reinforcement can be verified,the strength reduction factors associated with Condition A may be used. ,Mean values shown,actual stiffness may vary considerably depending on concrete strength,loading and geometry of application. ESR-1917 I Most Widely Accepted and Trusted Page 10 of 18 rn I . . Sdesign Cdesign C v _ hmin a emir, ats? to MI WiMM - II II sdesign smin at c> II I II Y� Y1 NN h>hrnn I I I I I I I Cdesign edge distance c FIGURE 4-INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5-HILTI KWIK BOLT TZ(KB-TZ)CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIESI'6'78 Anchor Diameter DESIGN INFORMATION Symbol Units 3/8 1/2 5/8 3/4 Effective Embedment her in. 1'/2 2 23/4 2 31/4 31/8 4 31/4 33/4 Depth Minimum Hole Depth he in. 2 25/8 33/8 25/8 4 33/4 43/4 4 41/2 Loads According to Figure 5A Pullout Resistance, N deck,uncr lb 1,365 2,060 3,070 2,060 3,695 2,825 6,555 4,230 4,255 uncracked concrete, °' Pullout Resistance, Np,deck,cr lb 1,145 1,460 2,360 1,460 2,620 2,000 4,645 3,000 3,170 cracked concrete 6 Steel Strength in Shear' Vsa,deck lb 1,745 2,130 2,715 3,000 4,945 4,600 6,040 4,840 6,190 Steel Strength in Shear, Vsa,deck,eq lb 1,340 1,340 1,710 3,000 4,945 4,320 5,675 3,870 5,315 Seismic' Loads According to Figure 5B Pullout Resistance, Np,deck,uncr lb 1,365 2,010 3,070 2,010 3,695 2,825 5,210 4,230 4,255 uncracked concretes Pullout Resistance, N deck,cr lb 1,145 1,425 2,360 1,425 2,620 2,000 3,875 3,000 3,170 cracked concrete 6 °' Steel Strength in Shear' Vse,deck lb 1,745 2,130 2,715 2,600 4,065 4,600 5,615 4,840 6,190 Steel Strength in Shear, Vsa,deck,eq lb 1,340 1,340 1,710 2,600 4,065 4,320 5,275 3,870 5,315 Seismic 8 Loads According to Figure 5C Pullout Resistance, N deck,uncr lb 1,285 1,845 '` 1,865 3,375 4,065 uncracked concrete, P' Pullout Resistance, N dec k lb 1,080 1,660 1,325 3,005 2,885 cracked concretes °' '` Steel Strength in Shear' Vsa,deck lb 1,845 2,845 2,585 3,945 4,705 Steel Strength in Shear, Vsa,deck,eq lb 1,790 1,790 2,585 3,945 4,420 Seismic(' 1lnstallations must comply with Sections 4.1.10 and 4.3 and Figures 5A,56 and 5C of this report. 2The values for tOp in tension and Asa in shear can be found in Table 3 of this report. 3Charactertistic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f'c/3000)12 for psi or(f'c/20.7)12 for MPa(minimum of 24 MPa is required under ADIBC Appendix L,Section 5.1.11. ',Evaluation of concrete breakout capacity in accordance with ACI 318-14 17.4.2,17.5.2 and 17.5.3 or ACI 318-11 D.5.2,D.6.2,and D.6.3,as applicable, is not required for anchors installed in the deck soffit. 'The values listed must be used in accordance with Section 4.1.4 of this report. 6The values listed must be used in accordance with Sections 4.1.4 and 4.1.8.2 of this report. 7The values listed must be used in accordance with Section 4.1.5 of this report. 6The values listed must be used in accordance with Section 4.1.8.3 of this report.Values are applicable to both static and seismic load combinations. ESR-1917 I Most Widely Accepted and Trusted Page 11 of 18 • TABLE 6—HILTI KWIK BOLT TZ(KB-TZ)CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5D1•2'3'4 Nominal anchor diameter DESIGN INFORMATION Symbol Units 3 la 'l2 Effective Embedment hey in 1'/2 2 2 Depth Nominal Embedment Depth hnom in. 173/16 25/16 23/6 Minimum Hole Depth ho in. 2 25/8 25/8 Minimum concrete in 2'/4 3'/4 31/4 thickness5 hmin,deck Critical edge distance Cac,deck,ep in. 8 41/2 6 Minimum edge distance Cmin,deck,top in. 16 3 41/2 Minimum spacing Smin,deck,fop in. 8 4 61/2 Required Installation Tnst ft Ib 25 25 40 Torque 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 5D of this report. 2For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of hmin,cm,n,and s.n. 3Design capacity shall be based on calculations according to values in Table 3 of this report. ',Applicable for 31/4-in<_hm,n,deek<4-in.For hmin,deck>—4-inch use setting information in Table 3 of this report. 5Minimum concrete thickness refers to concrete thickness above upper flute.See Figure 5D. Minimum 5/8"Typical `�' 1 a Min.3,000 psi Normal-Weight or Lightweight Concrete i M Upper Flute \Minimum co (Valley) 20 Gauge Steel W-Deck Min.41/2" I . Min.4-1/2". Lower Min.12"Typical Flute �, " (Ridge) -.--- Max. 1"Offset Typical FIGURE 5A—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES-W DECK' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Minimum 5/8"Typical Min,2-1/2"for 3/8,1/2, 5/8x3-1/8 and 3/4x3-1/4 1 Min.3,000 psi Normal-Weight or Lightweight Concrete Min.3-1/4 for 5/8x4 and 3/4x3-3/4 Upper Max.3" Flute tMinimum (Valley) l- 20 Gauge Min. Min- t Steel W-Deck 3-7/8'' , ' 3-7/8"` Min.12" j Lower Typical �I '-Flute Min.1" . 1-.-- (Ridge) FIGURE 5B—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES-W DECK' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. ESR-1917 I Most Widely Accepted and Trusted Page 12 of 18 Minimum I5/8"Typical t l Min.2-1/4"Typ. 1 Min.3,000 psi Normal-Weight or Lightweight Concrete t A r------\ m I N Upper g{T [---------A a Flute IJ : Vlley) Min. Steel B-Deck '1-3/4" Min.3-1/2" Lower '/—" Flute Min.2-1/2" 3/4"Min. / Min.6"Typical (Ridge) FIGURE 5C—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES—B DECK" 1Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied.Anchors in the lower flute may be installed with a maximum'Is-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. AAnchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the upper flute is minimum 21/4-inch and the minimum hole clearance of 5/8-inch is satisfied. Lam' { Min.2-1/4"for 3/8"x1-1/2", 1__ Min.3,000 psi Normal-Weight Min.3-1/4"for 3/8"x2" PPr or Lightweight Concrete and 1/2" � c I Upper Minimum I Flute 20 Gauge ttt I (Valley) t Steel B-Deck Min. 1-3/4" Min.3-1/2'' \ Lower L Flute Min.2-1/2" Min.6"Typical (Ridge) FIGURE 5D—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES—B DECK'•2 'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. 2Applicable for 21/4-in s hR,m<4-in for 3/8"x 11/2"anchors and 31/4-in s h,",„<4-in for 3/s"x 2"and 1/2'anchors.For h,"m a 4-inch use setting information in Table 3 of this report. ESR-1917 I Most Widely Accepted and Trusted Page 13 of 18 TABLE 7—EXAMPLE ALLOWABLE LOAD VALUES FOR ILLUSTRATIVE PURPOSES Allowable tension (lbf) Nominal Anchor Carbon Steel Stainless Steel diameter(in.) Embedment depth(in.) fc=2,500 psi 1 1/2 800 NA 3/8 2 1,105 1,155 23/4 1,805 NA 2 1,490 1,260 1/2 31/4 2,420 2,530 31/8 2,910 2,910 5/8 4 4,015 4,215 31/4 3,085 NA 3/4 33/4 3,635 3,825 43/4 4,690 5,290 For SI: 1 lbf=4 45 N,1 psi=0.00689 MPa 1 psi=0.00689 MPa.1 inch=25.4 mm. 'Single anchors with static tension load only. ,Concrete determined to remain uncracked for the life of the anchorage. ,Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2,as applicable(no seismic loading). 430%dead load and 70%live load,controlling load combination 12D+1.6 L. ,Calculation of the weighted average for a=0.3*1.2+0.7*1.6=1.48. 6f'c=2,500 psi(normal weight concrete). Ica,=ca2 a cec 8h>h,a, 9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3(c)or ACI 318-11 D.4.3(c)is not provided,as applicable. r Hilti SafeSetTM ` System with Hollow Drill Bit 41 Hilti TE-CD or TE-YD Hollow Carbide Drill Bit with a Hilti Vacuum (per section 4.3) Hilti SafeSetTM System with the :=�. ` Adaptive Torque 4 ` Tool Hilti SIW-6AT-A22 Impact Wrench with the Hilti SI-AT-A22 Adaptive Torque Module ._ :t. °fi 1,- . 'av — . Hilti Dust Removal it Systems LIP Hilti Rotary Hammer Drill with DRS(Dust Hilti TE DRS-D Dust Removal Removal System)Module System with Hilti Vacuum FIGURE 6—HILTI SYSTEM COMPONENTS ESR-1917 I Most Widely Accepted and Trusted Page 14 of 18 3/8" Diameter 3a hnom ftfx �90 . �x tinst ,� het * �inst �{ ,iti�►xu\,�.:;1. f� �31�11�11111t'�i1111 dbit 1��� ORS— do=03/8 �ru • r '� ho dh I —sYti+ , 2 �^i 3b . SI-AT-A22+ i(Go=03/8 90c� �'• ''l 1."1� 1 � SlW-6AT-A22" iminoim olio px,,,... intiAil ifili,„ itll tlill )1 I 1/2"Diameter hnom tfix lb �90 � 2 FEW" tinst db��i1 Vitt'i�L11 ORS do= 1/2rip. I1II�t1►1 tt111'�0. iM1.1 �,, h� dh Ws —1�, v _ da=0 1/290° 38 3b �_°���� �94, � � tinst e) ►{ 1/2 ► TE-CB l _ MII11t t81 it I 1 ■►111011111�1�"'II r TE-YD I AT A22+ —I, S[1N-6AT-A22•• 5/8" Diameter hnom �tfix ' �90° �� W het i nst ( r+A'.w''N\% 1 } t ORS d = �S 0,4 11 1 IY��.��t���lll,11Idbit MI 0- 111•'� h0 A dh WS '11� (do= 5/e 90` 0 518 �90° 3a tinst 0 , 3b ® MEt II NIP I ; MEWP MII lilt Lcd TE YD It 1 AT A22+ -,_o SCW-6AT-A22" 3/4" Diameter do=:3A L90: — �� 111,M111111111fill MIL, t hnom -'4 • het tinst1111 dbit 11M 1 t171!I_IN . 'rt-- dh ws 1�94° 3 ho ,,, tinst ar � 1 f= 11L�31�111111111 IM I ;;` DRS— dQ=03✓4 ■:5,, • t , = ]'U FIGURE 7—INSTALLATION INSTRUCTIONS ESR-1917 I Most Widely Accepted and Trusted Page 15 of 18 --- -------- Nusairl SI-AT-A22 • 1 • ; KB-TZ 1/2' 0 „.4.,,,, In ,,,,,..4.„ 1 .e p KB-TZ SS316 3/6' II r e a V a T a III � ❑ 1 secli UI ,` 2 '# TA—IL 1 T 'mn ei a kA oa 1 sec ► U 1 i,! L_►1 1 _ 1 sec ( ► T. .. I X►( 1--,� siwanTnzz .ti a _ 'J � pir1 ` ■ rz orgi Itmrz I sssw .l � ► 6 «I _.. l .1 S5316 4Ilysi�l i,,��,�, to Im ,'J4'�3a ) 1 iL ' fill (10,",. Higni --„, i,4,0.) ,, , rra_s: SI-AT-A22 a V 0 .i_ ID! ttd0 �4IDv, 02- V 11f.,giti tort. i �11 nc • C � 1 X g :aR /11,40 Me I L. o /-1l sz1 elate I j1 �►. JI L )fl I f ► 0 1`_ 1 ,,� a_��•.. a r ,�T� ,1e a :.rz a / KII-rz:> vier—if (mi l f L -1 , -J 1 v =2151778 A2082017 ---- -- ----- n I H _ 1nan1 �l j , 13 I _ I 111i61 ki ( J/ 0 — ai. gm- ,1 ui wan] L«ii Tz 55316 wits asis=v me. tili6 3s� 1S.. I o ,10 I {ItU111 I1 tilifi) L0 � - It — ' ® 2xISp J ©, ill '•c 0 X 1 4x I S ._, 111111I av i liilulfil i i (Il t IIVII11gIsN - 11111i. IU T, "�) 1 � r - Al � t S1-AT-A22 611111111111IIIII ! MINI SIW-6AT-A22 0 • Mr® j 1, FIGURE 7A—INSTALLATION INSTRUCTIONS USING SI-AT-A22 ADAPTIVE TORQUE SYSTEM ESR-1917 I Most Widely Accepted and Trusted Page 16 of 18 r Ar . 'i. Too; 4-A Given: Two 1/2-inch carbon steel KB-TZ anchors under static tension I AN ' load as shown. 1.5 hat hey=3.25 in. I f 47. Normal weight concrete, fn=3,000 psi . ` i ..--- No supplementary reinforcement(Condition B per ACI 318-14 tR; ,/-t s=B" 17.3.3(c)or ACI 318-11 D.4.3(c), as applicable) s - f Assume cracked concrete since no other information is available. i i 4F 1 I 1 1.5 he Needed:Using Allowable Stress Design(ASD)calculate the ! i t allowable tension load for this configuration. -1.5 het I c=4" _ A-A ACI 318-14 ACI 318-11 Report Calculation per ACI 318-14 Chapter 17,ACI 318-11 Appendix D and this report. Ref. Ref. Ref. Step 1.Calculate steel capacity: 0 Ns =0 nAJ,,, =0.75 x 2 x 0.101 x 106,000=16,0591b 17.4.1.2 D.5.1.2 §4.1.2 17.3.3(a) D.4.3(a) Table 3 Check whether futa is not greater than 1.9fya and 125,000 psi. Step 2.Calculate concrete breakout strength of anchor in tension: Ncbg = ANc Y ec,NY'ed,NY/c,N�cp,NNb 17.4.2.1 D.5.2.1 §4.1.3 A Nco Step 2a.Verify minimum member thickness,spacing and edge distance: Srrin 2.375,5.75 hMn=6 in.5.6 in..'. Ok 17.7 D.8 Table 3 slope= 2.375-5.75 P =-3.0 Fig.4 3.5-2.375 For cm„, =4in 2.375 controls 3.5,2.375 Smin =5.75 4(2.375-4.0)(-3.0)]=0.875<2.375 in<6 in.. ok 0.875 4 c,rin Step 2b. For AN check 1.5he, =1.5(3.25)=4.88 in>C 3.0he} =3(3.25)=9.75 in>s 17.4.2.1 D.5.2.1 Table 3 Step 2c.Calculate Amen and ANC for the anchorage: ANcn =9hef=9 x(3.25)2 =95.1in.2 17.4.2.1 D.5.2.1 Table 3 AN, = (1.5hef+c)(3hef +s)= [1.5 x(3.25)+41[3 x(3.25)+6] = 139.8in.2<2ANc0:. ok Step 2d.Determine yfec,N: eN=0:. Wec,N=1.0 17.4.2.4 D.5.2.4 - Step 2e.Calculate Nb:Nb =kcrAa fcheP =17 x 1.0 x 3,000 x 3.2515=5,456 lb 17.4.2.2 D.5.2.2 Table 3 Step 2f.Calculate modification factor for edge distance: Wed,N=0.7+0.3 41.5(3.25)=0.95 17.4.2.5 D.5.2.5 Table 3 Step 2g.Calculate modification factor for cracked concrete: Wc,N=1.00(cracked concrete) 17.4.2.6 D.5.2.6 Table 3 §4.1.10 Step 2h.Calculate modification factor for splitting: Wep N=1.00(cracked concrete) Table 3 139.s 17.4.2.1 D.5.2.1 §4.1.3 Step 2i.Calculate 0 Nnby:0 Ncbg=0.65 x 951 x 1.00 x 0.95 x 1.00 x 5,456=4,952 lb 17.3.3(c) D.4.3(c) Table 3 s,000 17.4.3.2 D.5.3.2 §4.1.4 Step 3.Check pullout strength:Table 3,¢nNpn,Yc=0.65 x 2 x 5,515 lb x N 2'50°=7,852 lb>4,952 OK 17.3.3(c) D.4.3(c) Table 3 Step 4.Controlling strength:4 Nov=4,952 lb<OnNbb<OM:. 4Nebg controls 17.3.1.2 D.4.1.2 Table 3 4,952=3,346 lb. §4.2 Step 5.To convert to ASD, assume U= 1.2D+ 1.6L: Tallow= 148 FIGURE 8-EXAMPLE CALCULATION + ICC ESEVALUATION SERVICE ICC-ES Evaluation Report ESR-1917 LABC and LARC Supplement Reissued May 2019 Revised January 2020 This report is subject to renewal May 2021. www.icc-es.orq I (800) 423-6587 I (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: HILTI, INC. EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Hilti KWIK BOLT TZ carbon and stainless steel anchors in cracked and uncracked concrete, described in ICC-ES evaluation report ESR-1917, have also been evaluated for compliance with the codes noted below as adopted by Los Angeles Department of Building and Safety(LADBS). Applicable code editions: • 2020 City of Los Angeles Building Code(LABC) • 2020 City of Los Angeles Residential Code(LARC) 2.0 CONCLUSIONS The Hilti KWIK BOLT TZ carbon and stainless steel anchors in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the evaluation report ESR-1917, comply with LABC Chapter 19, and LARC, and are subject to the conditions of use described in this report. 3.0 CONDITIONS OF USE The Hilti KWIK BOLT TZ carbon and stainless steel anchors in cracked and uncracked concrete described in this evaluation report supplement must comply with all of the following conditions: • All applicable sections in the evaluation report ESR-1917. • The design, installation, conditions of use and labeling of the anchors are in accordance with the 2018 International Building Code®(2018 IBC)provisions noted in the evaluation report ESR-1917. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. • Under the LARC,an engineered design in accordance with LARC Section R301.1.3 must be submitted. • The allowable and strength design values listed in the evaluation report and tables are for the connection of the anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern). • For use in wall anchorage assemblies to flexible diaphragm applications, anchors shall be designed per the requirements of City of Los Angeles Information Bulletin P/BC 2020-071. This supplement expires concurrently with the evaluation report, reissued May 2019 and revised January 2020. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed A kel as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as 1111111111 to any finding or other matter in this report,or as to any product covered by the report. Copyright©2020 ICC Evaluation Service,LLC. All rights reserved. Page 17 of 18 ICC ESEVALUATION SERVICE ICC-ES Evaluation Report ESR-1917 FBC Supplement Reissued May 2019 Revised January 2020 This report is subject to renewal May 2021. www.icc-es.orq I (800) 423-6587 I (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: HILTI, INC. EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Hilti Kwik Bolt TZ Carbon and Stainless Steel Anchors in cracked and uncracked Concrete, recognized in ICC-ES evaluation report ESR-1917, have also been evaluated for compliance with the codes noted below. Applicable code editions: • 2017 Florida Building Code—Building • 2017 Florida Building Code—Residential 2.0 CONCLUSIONS The Hilti Kwik Bolt TZ Anchor (KB-TZ), described in Sections 2.0 through 7.0 of the evaluation report ESR-1917, complies with the Florida Building Code—Building and the Florida Building Code—Residential, provided the design and installation are in accordance with the 2015 International Building Code®provisions noted in the evaluation report. Use of the Hilti KB-TZ stainless steel anchors for use in exterior exposure and damp environments have also been found to be in compliance with the High-Velocity Hurricane Zone provisions of the Florida Building Code—Building and the Florida Building Code—Residential. Use of the Hilti KB-TZ carbon steel anchors for use in dry, interior locations has also been found to be in compliance with the High-Velocity Hurricane Zone provisions of the Florida Building Code—Building and the Florida Building Code— Residential. 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 evaluation report, reissued May 2019 and revised January 2020. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed ANSI as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. • Copyright©2020 ICC Evaluation Service,LLC. All rights reserved. Page 18 of 18 kitZtt EVALUATION REPORT Number: "; 289 ® Originally Issued: 01/16/2015 Revised: 01/28/2021 Valid Through: 01/31/2022 SUPPORTWORKS, INC. 2.5 The push pier foundation systems have not been 11850 VALLEY RIDGE DRIVE evaluated for use in soil conditions that are indicative of a PAPILLION, NEBRASKA 68046 potential pier deterioration or corrosion situation as defined www.supportworks.com by the following:(1)soil resistivity less than 1,000 ohm-cm; jkortanr supportworks.com (2)soil pH less than 5.5;(3)soils with high organic content; (4) soil sulfate concentrations greater than 1,000 ppm; (5) SUPPORTWORKS soils located in a landfill,or(6)soil containing mine waste. PP288 AND PP237 PUSH PIER SYSTEMS 2.6 Zinc-coated steel and bare steel components shall not be CSI Section: combined in the same system, except where the sacrificial 31 62 00 Driven Piles thickness (Ts) for the zinc-coated components is taken as that given for bare steel components. All push pier 1.0 RECOGNITION foundation components shall be galvanically isolated from concrete reinforcing steel, building structural steel, or any Supportworks, Inc. Models PP288 and PP237 push pier other metal building components. systems recognized in this report have been evaluated for use as support foundations.The structural performance and 2.7 The push pier shafts shall be installed at a maximum geotechnical properties of the Supportworks,Inc. push pier angle of 3.0± 1.0-degrees from the vertical. systems comply with the intent of the provisions of the following codes and regulations: 2.8 Special inspection is provided in accordance with Section 3.4 of this report. • 2018,2015, 2012 and 2009 International Building Code®(IBC) 2.9 Engineering calculations and drawings, in accordance with recognized engineering principles,as described in IBC 2.0 LIMITATIONS Section 1604.4, prepared by a registered design professional, are provided to, and are approved by the Use of Models PP288 and PP237 pushpier foundation buildingofficial. systems recognized in this report is subject to the following limitations: 2.10 The adequacy of the concrete structures that are connected to the brackets shall be verified by a registered 2.1 The push pier foundation systems are manufactured, design professional, in accordance with applicable code identified and installed in accordance with this report, provisions, such as Chapter 15 of ACI 318 and Chapter 18 approved construction documents (engineering drawings of IBC,and subject to the approval of the building official. and specifications), and the manufacturer's published installation instructions. In case of conflicts, the more 2.11 A geotechnical investigation report for each project site restrictive governs. shall be provided to the building official for approval in accordance with Section 3.2.1 of this report. 2.2 The push pier foundation systems have been evaluated for support of structures assigned to Seismic Design 2.12 When using the alternative basic load combinations Categories A, B, and C in accordance with IBC Section prescribed in IBC Section 1605.3.2, the allowable stress g structures systems that supportIBC 1613. Push pier foundationysincreases permitted by material chapters of the assigned to Seismic Design Category D, E or F, or are (including Chapter 18) or the referenced standards are located in Site Class E or F, are outside the scope of this prohibited. report. 2.13 Evaluation of compliance with Section 1810.3.11.1 of 2.3 Installations of the push pier foundation systems are the IBC for buildings assigned to Seismic Design Category limited to regions of concrete members where analysis C,and with Section 1810.3.6 of the IBC for all buildings,is indicates no cracking occurs at service load levels or due to outside the scope of this evaluation report. Such compliance the effects of restrained shrinkage. shall be addressed by a registered design professional for each site, and the work of the design professional shall be 2.4 The push pier brackets shall be used only to support subjected to approval of the building official. structures that are laterally braced as defined in Section 1810.2.2 of the IBC. 2.14 Settlement of push piers is beyond the scope of this be determined evaluation report and shallby a registered design professional as required in Section 1810.2.3 of the IBC. The product described in this Uniform Evaluation Service(UES)Report has been evaluated as an alternative material,design or method of construction in order to satisfy and comply • with the intent of the provision of the code,as noted in this report,and for at least equivalence to that prescribed in the code in quality,strength,effectiveness,fire resistance,durability and safely,as applicable,in accordance with IBC Section 104.11.This document shall only be reproduced in its entirety. ���, Copyright©2021 by International Association of Plumbing and Mechanical Officials.All rights reserved.Printed in the United States. Ph:1-877-41ESRPT•Fax:909.472.4171 web:www.uniform-es.org•4755 East Philadelphia Street,Ontario,California 91761-2816—USA ACCREDITED ISO/IEC 17065 Paae 1 Of 8 Product Cr tiflcation Body . IktoEVALUATION REPORT Number: a 289 ® Originally Issued: 01/16/2015 Revised: 01/28/2021 Valid Through: 01/31/2022 2.15 The Model PP288 push pier foundation system 2. Soil properties, including those affecting the components are manufactured at the following facilities: design such as support conditions for the piers. Behlen Technology & Manufacturing Company, Omaha, 3. Recommendations for design criteria. Nebraska; Behlen Manufacturing Company, Columbus, 4. Any questionable soil characteristics and special Nebraska; PowerBrace, Des Moines, Iowa; and TSA design provisions,as necessary. Manufacturing, Omaha,Nebraska. The Model PP237 push pier foundation system components are manufactured at the 3.2.2 Bracket Capacity(P1): Only localized limit state of following facilities: Behlen Technology & Manufacturing concrete bearing strength in compression has been evaluated Company, Omaha, Nebraska; Behlen Manufacturing in this evaluation report for compliance with IBC Chapter Company, Columbus, Nebraska; and TSA Manufacturing, 19 and ACI 318. All other structural requirements in IBC I Omaha,Nebraska. Chapter 19 and ACI 318 applying to the concrete foundation, such as those limit states described in ACI 318 3.0 PRODUCT USE (anchorage per Appendix D, punching (two-way) shear, beam (one-way) shear, and flexural(bending) related limit 3.1 General: Supportworks,Inc.Models PP288 and PP237 states), have not been evaluated in this evaluation report. push pier systems are used to support foundations of existing The concrete foundation shall be designed and justified to structures or to provide additional axial compression the satisfaction of the building official with due capacity to existing foundation systems. The systems are consideration to structural detailing,applicable limit states, alternatives to driven piles described in IBC Section and the direction and eccentricity of applied loads,including 1810.3.1.4. reactions provided by the brackets, acting on the concrete foundation. 3.2 Design: Structural calculations (analysis and design) and drawings,prepared by a registered design professional, 3.2.3 Shaft Capacity(P2):The top of shafts shall be braced shall be approved by the building official for each project, as prescribed in Section 1810.2.2 of the IBC.In accordance and shall be based on accepted engineering principles as with Section 1810.2.1 of the IBC, any soil other than fluid described in IBC Section 1604.4, and shall conform to IBC soil shall be deemed to afford sufficient lateral support to Section 1810.The design methods for the steel components prevent buckling of systems that are braced.When piers are are Allowable Strength Design(ASD),described in the IBC standing in air, water or fluid soils,the unbraced length is and AISC 360 Section B3.4. The structural analysis shall defined as the length of piers that is standing in air,water or consider all applicable internal forces due to applied loads, fluid soils plus an additional 5 feet (1524 mm) when structural eccentricity and maximum span(s)between push embedded into firm soil or an additional 10 feet(3048 mm) pier foundations. The structural analysis,the IBC, and this when embedded into soft soil.Firm soils shall be defined as report shall be used to select an appropriate push pier any soil with a Standard Penetration Test(SPT)blow count system. of five or greater. Soft soil shall be defined as any soil with a SPT blow count greater than zero and less than five.Fluid The ASD capacities of push pier system components are soils shall be defined as any soil with a SPT blow count of indicated in Table 2 of this report. The geotechnical zero [weight of hammer(WOH)or weight of rods(WOR)]. investigation shall address the suitability of the push pier The SPT blow counts shall be determined in accordance system for the specific project. The requirements for deep with ASTM D1586. For fully braced conditions where the foundations in IBC Section 1803.5.5 shall be considered.In pier is installed in accordance with Section 1810.2.2 of the addition, effects on the supported foundation and structure IBC, and piers do not stand in air, water, or fluid soils,the and group effects on the pile-soil capacity shall be shaft capacities shall not exceed the ASD shaft compression considered.The investigation shall provide estimates of the capacities shown in Table 2 of this report. Shaft capacities axial compression capacities for the push piers, and the of push pier foundation systems in air, water or fluid soils, expected total and differential settlements due to single pier shall be determined by a registered design professional. or pier group,as applicable. The elastic shortening/lengthening of the pier shaft will be 3.2.1 A written report of the geotechnical investigation shall controlled by the variation of applied loads from the pier be submitted to the building official as one of the required lock-off load and the mechanical and geometrical properties submittal documents,prescribed in IBC Section 107, at the of the 27/8- and 23/g-inch-diameter (73 mm and 60 mm) time of the permit application. The geotechnical report shall round structural tubing.The shaft elastic shortening may be comply with provisions in IBC Section 1803.6 and also determined from equation Eq.-1: include, but need not be limited to, the following information: AP x L Ashaft — (Eq. 1) AxE 1. Information on groundwater table,frost depth and corrosion-related parameters, as described in where: Section 2.5 of this report. Page 2 of 8 • itIlh4t EVALUATION REPORT Number. : 289 ® Originally Issued: 01/16/2015 Revised: 01/28/2021 Valid Through: 01/31/2022 A,haft= change in shaft length due to elastic shortening(inches/mm) mechanical anchorage to the concrete foundation. OP= change in load between the applied load and the pier lock-off load(lbf/N) 4. The external sleeve shall be placed over the starter L= pier shaft length(inches/mm) tube and both the external sleeve and starter tube A= shaft cross-sectional area(in2/mm2)(taken from Table I of this shall be inserted through the bracket from the top. report) Care shall be taken that the sleeve and starter are E= shaft steel modulus of elasticity(29,000,000 psi/199,900 MPa) properly aligned and extend past both the top and bottom plates of the bracket. 3.2.4 Soil Capacity (P4): For determination of allowable soil capacity in axial compression, a minimum factor of 5. The drive stand shall be secured to the bracket,the safety of 2.0 shall be applied to the final drive force. The hydraulic drive cylinder attached to the drive stand final drive force shall not exceed the maximum drive force and connected to the hydraulic operating system. rating of the applicable PP288 or PP237 push pier system as listed in Table 2(Note#4)of this report. 6. The drive stand shall be aligned by activating the hydraulics and extending the drive cylinder rod to 3.2.5 System Capacity:The ASD allowable capacity of the make slight contact with the starter tube section. A push pier foundation system in compression depends upon digital level, protractor or other device shall be the analysis of interaction of brackets, shafts,and soils;and used to check alignment of the drive stand, sleeve, the lowest value of P 1 P2,and P4 as shown in Table starter and bracket.The alignment shall be adjusted shall be 2 of this report. as necessary to allow a 3.0±1.0-degree installation II angle. Temporary cribbing may be used between 3.3 Installation: the drive stand and the foundation wall to set the correct installation angle while advancing the 3.3.1 Installation General: The push pier foundation starter tube and external sleeve. systems shall be installed by trained and certified installers. The push pier foundation systems shall be installed in 7. The external sleeve and starter tube shall be driven accordance with this section(Section 3.3 of this report),site- together until the end of the sleeve is seated at the specific approved construction documents (engineering top of the bracket.Pier tubes shall then be coupled drawings and specifications),and the manufacturer's written and pushed through the external sleeve. When the installation instructions. In case of conflicts, the more maximum cylinder stroke has been reached, the restrictive governs. cylinder shall be retracted, a drive tube tool shall be set in place,and the push shall be completed to 3.3.2 Retrofit Bracket Installation: the top of the bracket or external sleeve. 1. An area shall be excavated approximately 3 feet 8. The drive pressure at the final stroke of each pier (914 mm)square and to a depth approximately 9 to tube section shall be recorded. This process shall 13 inches (229 to 330 mm) below the bottom of continue until the pre-determined drive pressure footing at the push pier location. The soil shall be (final drive force)is achieved or the structure starts removed below the bottom of footing to about 9 to lift. After reaching the final drive force, the inches(229 mm)from the footing face in the area pressure shall be released from the hydraulic where the bracket bearing plate will be placed.The system and the drive stand and drive cylinder shall vertical and bottom faces of the footing shall,to the be removed from the bracket. The drive process extent possible, be smooth and at right angles to shall be repeated at each of the proposed pier each other for the mounting of the support bracket. locations. The final drive force shall not exceed the The concrete surfaces shall be free of all soil,debris maximum drive force rating of the push pier and loose concrete so as to provide a full and firm system as listed in Table 2(Note#4)of this report. contact of the retrofit bracket. 2. Notching of the footings may be needed to place 9. A lift cylinder shall be connected to each retrofit the retrofit bracket directly under the wall/column. bracket assembly to lift the structure to the desired Notching shall be performed, however, only with elevation and/or transfer the designated portion of the acceptance of the registered design professional the foundation loads to the push pier system. and the approval of the building official. 3.4 Special Inspection: Continuous special inspection in 3. The bracket shall be placed under the footing and accordance with Section 1704.8 of the 2009 IBC or Section raised into position with the horizontal and vertical 1705.7 of the 2012, 2015, and 2018 IBC shall be provided bearing plates in full contact with the concrete for the installation of foundation piers and foundation surfaces. The bracket shall be temporarily held in brackets. Items to be confirmed by the special inspector place using wood cribbing or other mechanical include, but are not limited to, the manufacturer's means. The under-footing brackets do not require certification of installers, verification of the product Page 3 of 8 • ktt, EVALUATION REPORT Number, , 289 ® Originally Issued: 01/16/2015 Revised: 01/28/2021 Valid Through: 01/31/2022 manufacturer, push pier bracket and component or bedrock. configuration and identification, inclination and position of the push piers, final drive force, push pier lock-off load, 4.2 PP288 Material information depth of the foundation piers, and compliance of the installation with the approved construction documents and 4.2.1 Retrofit Bracket Assemblies FS288B, FS288BL, this evaluation report. and FS288BL2: The FS288B, FS288BL, and FS288BL2 bracket assemblies consist of an FS288B, FS288BL, or In lieu of continuous special inspection, periodic special FS288BL2 bracket,an external pipe sleeve(FS288ES48),a inspection as defined in IBC Section 202 is permitted, cap plate(FS288C), two threaded rods, and matching nuts. provided that all following requirements identified below, The assemblies are illustrated in Figure 1 of this report. are satisfied: (1) The installers are certified by the manufacturer and the evidence of installer training and 4.2.1.1 FS288B,FS288BL,and FS288BL2 Brackets:The certification by the report holder are provided to the building FS288B,FS288BL,and FS288BL2 brackets are constructed I official; (2) Structural observations in accordance with the from factory-welded, 0.250-, 0.3125-, 0.375-, and 0.500- 2009 IBC Section 1710, 2012 IBC Section 1704.5,or 2015 inch-thick(6.35 mm,7.94 mm,9.53 mm,and 12.7 mm)steel or 2018 IBC Section 1704.6 are provided; (3) A periodic plates. The steel plates used in the FS288B and FS288BL inspection schedule, as part of the statement of special brackets conform to ASTM A36, with a minimum yield inspection, prepared by a registered design professional, is strength of 36 ksi(248 MPa)and a minimum tensile strength submitted to and approved by the building official. As a of 58 ksi(400 MPa).The steel plates used in the FS288BL2 minimum, the periodic inspection schedule shall include, bracket conform to ASTM A572,Grade 50,with a minimum but not be limited to,the following: yield strength of 50 ksi (345 Mpa) and a minimum tensile strength of 65 ksi (448 Mpa). The bracket finish is either 1. Before the start of work: Verifymanufacturer,f plain steel or hot-dipped galvanized in accordance with verify installer's certification by the manufacturer, ASTM A123. and confirm push pier and bracket configuration compliance with the approved construction 4.2.1.2 FS288ES48 External Sleeve: The external sleeve documents and this evaluation report. (FS288ES48) is manufactured from a 48-inch-long (1219 2. Installation of the first push pier foundation mm), 31/2-inch outside diameter (89 mm) and 0.216-inch system: Verify that the location, inclination, final (5.49 mm) nominal wall thickness pipe conforming to drive force,push pier lock-off load and depth of the ASTM A500, as specified in the quality control I push piers comply with the approved construction documentation. One end of the external sleeve has a 1.00- I m documents and this evaluation report. Verify that inch long (25.4 m) section trumpeted to a final outer installers keep an installation log. diameter of 4.00 inches (101.6 mm). The sleeve finish is either plain steel or hot-dipped galvanized in accordance 3. First connection to the building structure: Verify with ASTM A123. that installation of brackets complies with the approved construction documents and this 4.2.1.3 FS288C Cap Plate: The FS288C cap plate is evaluation report. manufactured from a 1-inch-thick (25.4 mm), 4-inch-wide 4. End of work: Verify that the installation log (102 mm), 8.25-inch-long (210 mm) steel plate. The steel complies with requirements specified in the cap plate conforms to ASTM A572, Grade 65, having a approved construction documents. Verify that minimum yield strength of 65 ksi(448 MPa)and a minimum installation of all structural connections complies tensile strength of 80 ksi(552 MPa).The cap plate assembly with approved construction documents and this finish is either plain steel or hot-dipped galvanized in evaluation report. accordance with ASTM A123. 4.0 PRODUCT DESCRIPTION 4.2.1.4 Threaded Rod and Nuts:The cap plate is attached to the retrofit bracket with two 3/4-inch-diameter by 16-inch- 4.1 Product information: Models PP288 and PP237 push long(19.1 mm by 406 mm)threaded rods,and matching 3/4- pier systems consist of an under-footing bracket(side load), inch(19.1 mm)heavy hex nuts. The 3/4-inch-diameter(19.1 external sleeve, starter tube with friction-reduction collar, mm)steel threaded rods conform to ASTM A193,Grade B7, and push pier tube sections with slip-fit couplings. The having a minimum yield strength of 105 ksi(724 MPa)and 125 of th ksi (862 The under-footing bracket is secured against and below the a minimum tensile strength MPa). existingfootingwhi lepier sections are hydraulically driven matching 3/4-inch-diameter(19.1 mm)steel heavy hex nuts Y Y III (pushed)through the bracket and into the soil below using conform to ASTM A563 Grade DH or DH3,or ASTM A194 the combined structural weight and any contributory soil Grade 2H. The threaded rods and nuts are zinc-coated in load as drive resistance. Pier sections are added and driven accordance with ASTM B633, with coating classification until a suitable load bearing stratum is encountered. The Fe/Zn 8. weight of the structure is then transferred through the load bearingsoil foundation brackets and piers, and to firm o Page 4 of 8 , . litt, EVALUATION REPORT Number: .;.'= 289 0 Originally Issued: 01/16/2015 Revised: 01/28/2021 Valid Through: 01/31/2022 4.2.2 PP288 Starter and Pier Tube Sections: The central of 60 ksi(413 MPa).The steel cap plate conforms to ASTM steel shaft of the starter and pier tube sections are 2.875-inch A572,Grade 50,having a minimum yield strength of 50 ksi outer diameter(73 mm)by 0.165-inch (4.19 mm) nominal (345 MPa) and a minimum tensile strength of 65 ksi (448 wall thickness hollow structural section in conformance MPa). The cap plate assembly fmish is either plain steel or with ASTM A500 as specified in the quality control hot-dipped galvanized in accordance with ASTM A123. documentation. Mechanical properties are listed in Table 1 of this report. The starter tube includes a 1.00-inch-long 4.3.1.4 Threaded Rod and Nuts: The cap plate is attached (25.4 mm)by 3.375-inch(85.7 mm)outer diameter friction- to the retrofit bracket with two 5/8-inch-diameter by 14-inch- reduction collar machined from steel conforming to ASTM long(15.9 mm by 356 mm)threaded rods,and matching 5/8- A36 with a minimum yield strength of 36 ksi(248 MPa)and inch (15.9 mm) standard hex nuts. The threaded rods a minimum tensile strength of 58 ksi(400 MPa).The starter conform to ASTM A193, Grade B7, having a minimum tube and pier tube shaft finishes are triple coated in-line yield strength of 105 ksi(724 MPa)and a minimum tensile galvanized. strength of 125 ksi (862 MPa). The matching standard hex nuts conform to SAE J995 Grade 8. The threaded rods and 4.2.3 PP288 Shaft Couplings: The shaft coupling material nuts are zinc-coated in accordance with ASTM B633,with is factory crimped or plug-welded to one end of the tube coating classification Fe/Zn 8. section and consists of 2.50-inch(63.5 mm)outer diameter by 0.180-inch (4.57 mm) nominal wall thickness hollow 4.3.2 PP237 Starter and Pier Tube Sections: The central structural section in conformance with ASTM A53 Grade B, steel shaft of the PP237 starter and pier tube sections are diameter (60 mm) by0.154-inch (3.91 Type E & S with a minimum yield strength of 35 ksi (241 2.375-inch outer YP MPa)and a minimum tensile strength of 60 ksi(413 MPa). mm) nominal wall thickness hollow structural section in The pier tube shaft coupling fmish is plain steel. conformance with ASTM A500 as specified in the quality control documentation. Mechanical properties are listed in 4.3 PP237 Material information Table 1 of this report. The starter tube includes a friction reduction collar factory welded to one end. The collar 4.3.1 Retrofit Bracket Assembly FS238B: The FS238B consists of a 1.00-inch-long (25.4 mm), 27/8-inch outside bracket assembly consists of an FS238B bracket,an external diameter(73 mm) and 0.203-inch(5.16 mm)nominal wall pipe sleeve (FS238ES48), a cap plate (FS238C), two thickness pipe conforming to ASTM A53,Grade B,Type E threaded rods, and matching nuts. The assembly is and S,having a minimum yield strength of 35 ksi(241 MPa) illustrated in Figure 1 of this report. and a minimum tensile strength of 60 ksi (413 MPa). The starter tube and pier tube shaft finishes are either plain steel 4.3.1.1 FS238B Bracket: The FS238B bracket is or hot-dipped galvanized in accordance with ASTM A123. constructed from factory-welded, 0.250- and 0.375-inch- thick(6.35 mm and 9.53 mm) steel plates. The steel plates 4.3.3 PP237 Shaft Couplings: The PP237 shaft coupling conform to ASTM A36, with a minimum yield strength of material is factory crimped to one end of the tube section 36 ksi(248 MPa)and a minimum tensile strength of 58 ksi and consists of 2-inch(50.8 mm) outer diameter by 0.187- (400 MPa). The bracket fmish is either plain steel or hot- inch (4.75 mm) nominal wall thickness hollow structural dipped galvanized in accordance with ASTM A123. section in conformance with ASTM A500 Grade C, with a minimum yield strength of 46 ksi(317 MPa)and a minimum 4.3.1.2 FS238ES48 External Sleeve: The external sleeve tensile strength of 62 ksi (427 MPa). The pier tube shaft (FS238ES48) is manufactured from a 48-inch-long (1219 coupling finish is either plain steel or hot-dipped galvanized mm), 27/8-inch outside diameter (73 mm) and 0.203-inch in accordance with ASTM A123. (5.16 mm) nominal wall thickness pipe with a factory- welded end ring which consists of a 0.75-inch long (19.1 5.0 IDENTIFICATION mm), 33/8-inch outside diameter(85.7 mm) and 0.188-inch (4.78 mm)nominal wall thickness pipe.The external sleeve The push pier foundation system components described in shaft and end-ring conforms to ASTM A500 and ASTM this report are identified by labels that include the report A53, respectively, as specified in the quality control holder's name (Supportworks, Inc.); the name and address documentation.The sleeve finish is either plain steel or hot- of Behlen Technology&Manufacturing Company,Behlen dipped galvanized in accordance with ASTM A123. Manufacturing Company, PowerBrace, or TSA Manufacturing; the product name, the model number 4.3.1.3 FS238C Cap Plate: The FS238C cap plate is (PP288 or PP237); the part number; and the IAPMO UES manufactured from a 0.5-inch-long (12.7 mm), 27/8-inch evaluation report number (ER-289). The identification outside diameter (73 mm) and 0.203-inch (5.16 mm) includes the IAPMO Uniform Evaluation Service Mark of nominal wall thickness pipe that is factory welded to a 0.75- Conformity. Either Mark of Conformity may be used as inch-thick(19.1 mm), 3.75-inch-wide (95 mm), 5.75-inch- follows: long(146 mm)steel plate.The steel pipe conforms to ASTM A53, Grade B, Type E and S, having a minimum yield strength of 35 ksi(241 MPa)and a minimum tensile strength Page 5 of 8 0 g . 11114 EVALUATION REPORT Numr ,4; Originally Issued: 01/16/2015 Revised: 01/28/2021 Valid Through: 01/31/2022 IAp Mo ES or IAPMO UES ER-289 6.0 SUBSTANTIATING DATA 6.1 Data in accordance with IBC Section 1810.3.1.4. 6.2 Test Reports for compression loading Push Pier Foundation System 6.3 Engineering Calculations 7.0 STATEMENT OF RECOGNITION This evaluation report describes the results of research carried out by IAPMO Uniform Evaluation Service on Supportworks, Inc. Model PP288 and PP237 Push Pier Systems to assess conformance to the codes shown in Section 1.0 of this report and serves as documentation of the product certification.Products are manufactured at locations noted in Section 2.15 of this report under a quality control program with periodic inspection under the supervision of IAPMO UES. Brian Gerber,P.E., S.E. Vice President,Technical Operations Uniform Evaluation Service Richard Beck,PE,CBO,MCP Vice President,Uniform Evaluation Service GP Russ Chan CEO,The IAPMO Group For additional information about this evaluation report please visit www.uniform-es.org or email us at info uniform-es.org Page 6 of 8 Itillp EVALUATION REPORT Numbest ; s ® Originally Issued: 01/16/2015 Revised: 01/28/2021 Valid Through: 01/31/2022 Nuts each end Nuts each end Cap (HWHBN-Z 075} (HWHBN-Z-075) (FS288C) ma. Threaded Rod (HWTR-S210-Z-075-16) Cap' (FS288C) • .':.. .;:'.:. EXIS'�ING u ;jEXISTING 1Ixe r'.t6., ' •:$TRUCTfj°�: Standard Bracket �� ."'.r.•". Threaded Rod , .r,•f4,*,..-' �r ` (HWTR-S210-Z-075-16) ► ' 4.-_.:i'., .•.r (FS2888) L�� �:. - • � Low Profile Bracket �I1'y , \(FS288BL) 1 , 111:11 (FS288ES48)\ \\/\ \ (FS288ES48)\/ /\//\// I v v/ •//\ \ \ mmllm \%�\ \�j\\�j\ \\ \ %\\%\�/�/\\ /\4) \ >//\// /\/\ \j/\�r y/\//\//\ ,\ \ \ > Pier Shaft 4(PP 88T) \\\ /\\/\ \�PP 88T\Pier Shaft \\ // //\ Nuts each end Nuts each end (HWH8N-Z-075) (HWHBN-Z-063) Cap Cap (FS288C) t.:+' (FS2 8C) • ..I ISTING -� !�� 'EXISTING �� :STRUCTURE'- Threaded Rod ' ::STRUCTURE'- Threaded Rod , :.. (HWTR-S210-2-063-14) 1.W .` r (HTRS210-2-075-16} i '•4'' `a= ' Standard Bracket Low Profile 2 Bracket �I� I (FS238B) 0 O (FS288BL2) `.- /•' V. /jam\// \ / // \ / // �/ �j /jam/jam/j� \\r� leeve' /\\`\��\ Extern l Sleeve\ \\ \\/\\/ External Sleeve' / / /\ ;Fs 88Es48)�\ 4 \\\\\\< S//E.48)>'\\ /\\/\\/,\ /� /\\//\`\// //\\j/\\j/\ y // / /\\ ��/��/\ / • N \ \/ //\ /i \//\//\//� / \ ` Pier Shaft \ \\ \\ y>Pier Shaft\\\\ \\/\\ \ `//\/\//.\X, /� X\..< fj\//•j\///•�\/\\ . 1 ,\X\\/j< FIGURE 1-F5288B, FS288BL, F5288B12,and F5238B Retrofit Bracket System Components Page 7 of 8 . . .k ilt, EVALUATION REPORT Numb er: ��° ' ® Originally Issued: 01/16/2015 Revised: 01/28/2021 Valid Through: 01/31/2022 TABLE 1 -MECHANICAL PROPERTIES OF PUSH PIER SHAFTS Un-corroded After 50 Year Corrosion Loss Mechanical Properties Plain Steel Plain Steel Hot-dip Galvanized PP288 PP237 PP288 PP237 PP288 PP237 Steel Minimum Yield Strength,Fy 50 ksi 60 ksi 50 ksi 60 ksi NA 60 ksi Steel Minimum Ultimate Strength,F„ 55 ksi 70 ksi 55 ksi 70 ksi NA 70 ksi Modulus of Elasticity,E 29,000 ksi 29,000 ksi 29,000 ksi 29,000 ksi NA 29,000 ksi Nominal Wall Thickness 0.165 in. 0.154 in. 0.165 in. 0.154 in. NA 0.154 in. Design Wall Thickness 0.153 in. 0.143 in. 0.117 in. 0.107 in. NA 0.133 in. Outside Diameter, OD 2.875 in. 2.375 in. 2.839 in. 2.339 in. NA 2.365 in. Inside Diameter,ID 2.569 in. 2.089 in. 2.605 in. 2.125 in. NA 2.099 in. Cross Sectional Area, A 1.31 in2 1.00 in2 1.00 in2 0.75 in2 NA 0.93 in2 Moment of Inertia,I 1.22 in4 0.63 in4 0.93 in4 0.47 in4 NA 0.58 in4 Radius of Gyration,r 0.96 in. 0.79 in. 0.96 in. 0.79 in. NA 0.79 in. Elastic Section Modulus, S 0.85 in3 0.53 in3 0.65 in3 0.40 in3 NA 0.49 in3 Plastic Section Modulus,Z 1.14 in3 0.71 in3 0.87 in3 0.53 in3 NA 0.66 in3 For SI: 1 inch=25.4 mm, 1 kip=1,000 lbf=4.448 kN TABLE 2 -PP288 AND PP237(WITH RETROFIT BRACKET)ASD COMPRESSION CAPACITIES Allowable Compression Capacity(kips) Bracket 1Part Sleeve Part No.' Bracket Description Bracket Shaft Soil Foundation (P1)2 (P2)3 (P4)4 Systems FS288B or FS288ES48 or PP288 FS288B-G FS288ES48-G Standard Bracket w/48" Sleeve 28.5 29.4 30.0 28.5 FS288BL or FS288ES48 or PP288 FS288BL-G FS288ES48-G Low Profile Bracket w/48" Sleeve 25.4 29.4 30.0 25.4 FS288BL2 or FS288ES48 or PP288 24.1 29.4 30.0 24.1 FS288BL2-G FS288ES48-G Low Profile Bracket w/48" Sleeve FS238B FS238ES48 PP237 12.9 20.0 15.0 12.9 FS238B-G FS238ES48-G 2 3/8"Pier Bracket w/48" Sleeve 15.9 24.9 15.0 15.0 For SI: 1 inch=25.4 mm, 1 kip=1,000 1bf=4.448 kN 'Part numbers with"G"suffix indicate hot-dip galvanized coating. Part numbers without a"G"suffix indicate plain steel. 2Bracket capacities are based on full-scale load tests and assumes a minimum concrete compressive strength(f"e)of 2,500 psi(17.24 MPa). 'Shaft capacities are applicable only to foundation systems that are fully braced as described in Section 3.2.3 of this report. 4Soil capacities are determined by taking the final drive force during installation and dividing it by a minimum factor of safety of 2.0. Maximum drive force shall not exceed 60.0 kips for the PP288 system and 30.0 kips for the PP237 system. 5Foundation system allowable capacities are based on the lowest of P 1,P2,and P4 listed in this table. Section 3.2.5 of this report describes additional requirements. Page 8 of 8