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I- 4 � NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 RECEIVED MAR 162012 CITY OF TIGARD N D 11 O 7 BUILDING DIVISION Twality Middle School — Incremental Seismic Upgrade Tigard, Oregon STRUCTURAL CALCULATIONS 4115/ (moo dvve_ City of Tigard A.p• ov-d Plans �( ( By Aii! Date Imo? 7--- p'2,01 z ino )�� OFFICE COPY 1413 3( 2012.. March 9, 2012 Edwin T Dean, PE SE — Principal In Charge Gerald L Gotchall, PE SE - Project Manager CLIENT: Dull Olson Weekes-IBI Group Architects, Inc . ` • Project T Middle School-incremental u g s�, ��N'sho^an Dean ^ Conxuvm«on«Sm�mm/snnmoom Location Tigard,Oregon Date 3/9/2012 Client Dull Olson Weekes-iBi Group Architects, inc Rev. Project No. ND 2012 Title/Subject General Criteria Calculation Table of Contents 1. Table of Contents 1 2. Design Criteria 2 3. NEHRP Design Values — —3 4. Material Properties 4 5. 1959 Sector 1 28 6. 1964 Addition 1- 68 7. 1068 Addition 1'58 8. Appendix |CC ESR Reports a. HILTI HIT-HY 150 SD Max ESR 3013 b. SIMPSON SET-XP EPDXY — ESR 2508 c. HILTI KWIK BOLT TZ . '------- ESR 1917 d. SIMPSON STRONG BOLT 2 ESR 3037 e. HILTI HUS-EZ SCREW ANCHOR ... ESR 3027 f. SIMPSON TITEN HD SCREW ANCHOR .... ESR 2713 ; .t. . ^ ���� � ���~� 331110 Project Twality Middle School-incremental seismic upgrade By glg Sheet No. Nishkian Dean Location Tigard, Oregon Date 3/9/2012 2. Consulting and Structural Engineers Client Dull Olson Weekes-IBI Group Architects, Inc Rev. Project No ND 2012 Title/Subject General Criteria Narrative Description The project involves an incremental seismic upgrade for a building built in 1959 and with additions in 1964, 1968, 1982 and 2003. The building has a wood framed roof system with concrete exterior walls. No upgrades are being made to the 2003 phase. The upgrades consist of reinforcing the connections of the wood frame structure to the concrete walls. The current building code was used as a guide for these connections. Design Criteria Summary A. Code 1. 2010 Oregon Structural Specialty Code a. 2009 International Building Code b. SEI/ASCE 7-05 B. Loads (ASCE 7, UNO): 1. Occupancy Category III OSSC Table 1604.5 2. Seismic a. Seismic Importance Factor, 1E 1.25 Table 11.5-1 b. Soil Profile Type So c. Site Location Latitude 45.414° N ii. Longitude 122.775° W d. Response Acceleration Short-Period, Ss 0.929g ii. 1-Sec Period, S1 0.336g e. Site Coefficient Fa 1.128 Table 11.4-1 ii. Fv 1.729 Table 11.4-2 f. Spectral Design Acceleration Sips = 2/3 (SMS) 0.699g = 2/3 (SM1) 0..387g g. Seismic Design Category, SDC Short-Period D Table 11.6-1 ii. 1-Sec Period D Table 11.6-2 h. Structural Period TA sec ii. TB sec j. Basic Seismic Force System (1964 Gym Diaphragm Reinforcement) System Ductility Factor, R 4 j. Wall Anchorage Force 0.8xSdsxlxW= 0.7xW 2/5/78(;al vl.mon Shed Project Twality Middle School-incremental seismic upgrade By glg Sheet No. ' Nishkian Dean Location Tigard, Oregon Date 3/9/2012 Consulting and Structural Engineers Client Dull Olson Weekes-IBI Group Architects, Inc Rev. Project No. ND 2012 Title/Subject General Criteria Material Properties A. STRUCTURAL STEEL 1. W-Shapes ASTM 992 or ASTM A572, Grade 50 2. Plates and other Rolled Shapes ASTM A36 3. Tubes/ Pipe ASTM A500, Grade B 4. Fasteners a. High-Strength Bolts ASTM A325 b. Standard Anchor Bolts ASTM F1554, GRADE 36 c. Wood Connections Bolts ASTM A307 5. Welding a. Electrode E70XX B. Wood Framing 1. LVL lumber Fb = 2900 psi 2. Plywood . "Structural 1", "C-D", D.Fir, match thickness of existing • 2/i/98(.,daulanon Shcci br Conterminous 48 States - — 2003 NEHRP Seismic Design Provisions Latitude = 45.414 Longitude = -122.77499999999999 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.929 (Ss, Site Class B) 1.0 0.336 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.414 Longitude = -122.77499999999999 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.128 ,Fv = 1.729 Period Sa (sec) (g) 0.2 1.048 (SMs, Site Class D) 1.0 0.580 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.414 Longitude = -122.77499999999999 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.128 ,Fv = 1.729 Period Sa (sec) (g) 0.2 0.699 (SDs, Site Class D) 1.0 0.387 (SD1, Site Class D) • JOB r✓V 4"r 4_4 ! / MS NO.\ 1 0 7 NISHKIAN DEAN 1 SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 /y/� r 1022 SW Salmon Street,Suite 300,Portland,OR 97205 CALCULATED BY - • {r"mil DATE .24 a4- ` I- Tel:(503)274-1843 Fax: (503)273-5696 CHECKED BY DATE SCALE 1 ` / 19 7 C cA-s 12 ) 0v-id— x 7" t--vac.-.f S to X l 3 V > D, F0 ,‹ O, 70 >c /,Z c k/Gu pStt u 13,17 SM/f z.- xc 33' 4,00 /i-o c-r 30o* C - , y,Yom' 1 c• VIII 1 3 00 A ON bi • 2 4 5Gt2S' '441°1- / E,u re•561A) 1—'30 , f)h')4 C � r 2D y 7,/� -47 : fri 7 3 =a, I •u 1J r ,3 04:111 DA /6„.4 _, 13 ( 7 e lc" ►JJto C410 3Y0i 2,t6 .i z gzo if f -73a, °l _,„:4 , ..),„is." • O 16 75 3;;y r 4i v P i ) 7 7 7C) pos;° O, I SdarirL'i www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos. No.: TOP 13FT CONC WAL Phone I Fax: -I- Date: 2/27/2012 E-Mail: Specifier's comments: 1. Input data / Anchor type and diameter: KWIK HUS-EZ(KH-EZ),1/2(4 1/4) A ,, Effective embedment depth: h„=3.220 in.,h =4.250 in. , ,,,,, ,.,, ,,,,N„ ••■• Material: Carbon Steel a rack alma am asia OM ye,y Evaluation Service Report:: ESR 3027 I. ,( Issued I Valid: 12/1/2010 I 12/1/2012 Proof: design method ACI 318/AC 193 Stand-off installation: e,=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I x I x t=3.000 x 3.000 x 0.500 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f;=3000 psi;h=420.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F): yes(D.3.3.5) Geometry[in.]&Loading[Ib,in.-lb] 06e- - h C,-` ego "C l7 Z £1 22-r ot 1 X-- a ro • • • ` A X • Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 HMI AG,FL-9494 Schaan Hilti is a registered Trademark of Hill,AG.Schaan • 1 Cr www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos. No.: TOP 13FT CONC WAL Phone I Fax: -I- Date: 2/27/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions[Ibi Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 300 300 0 y max.concrete compressive strain[%o]: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[lb]:0 resulting compression force in(x/y)=(0/0)[lb]:0 -x 3.Tension load • Proof Load N.[lb] Capacity On[lb] Utilization NM]=NAN* Status Steel Strength* N/A N/A N/A N/A Pullout Strength" N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A *anchor having the highest loading **anchor group(anchors in tension) 4. Shear load Proof Load V,,,[lb] Capacity 4,V,,[lb] Utilization [3v[%]=V,./01„ Status Steel Strength* 300 3328 9 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 300 3112 10 OK Concrete edge failure in direction 300 957 31 OK x-** "anchor having the highest loading **anchor group(relevant anchors) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan C'.= www.hllti.us _ PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos.No.: TOP 13FT CONC WAL Phone I Fax: -I- Date: 2/27/2012 E-Mail: Steel Strength Equations Vseis =ESR value refer to ICC-ES ESR 3027 m Vsteel>Vua ACI 318-08 Eq.(D-1) Variables n Aso/[in.21 futa[Psi] 1 0.16 112540 Calculations Vsa[lb] 5547 Results Vee nb] A/steei 4nonductile 4)Vsa[lb] Vua[lb] 5547 0.600 1.000 3328 300 Pryout Strength(Concrete Breakout Strength controls) Equations ANc Vw =lkp[( )4red,N 41c,N Vcp,N Nb] ACI 318-08 Eq.(D-30) Vq 2 V„a ACI 318-08 Eq.(D-1) ANC see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =911,;, ACI 318-08 Eq.(D-6) 1 4rec,N= (1 +2 eN 5 1.0 ACI 318-08 Eq.(D-9) 3 hef Wed.N=0.7+0.3(1.c 5ha mint)5 1.0 ACI 318-08 Eq.(D-11) WW.N=MAX(c�"'I"",1 c het)5 1.0 ACI 318-08 Eq.(D-13) �� ac Nb =kc VTc hi5 ACI 318-08 Eq.(D-7) Variables kcp he[in.] edl,N[in.] eau[in.] ca.nt n[in.] wc,N c,c[in.] ke 2 3.220 0.000 0.000 1.750 1.000 5.250 17 X f5[PSq 1 3000 Calculations f1 ANC[in.2] Awl)011.21 wecl.N 4rec2.N wad.N wcp,N NI,PIA 63.58 93.31 1.000 1.000 0.809 1.000 5380 Results V4'[lb] �onele _#selsmie - nonduaile $Vcp[lb] Vw[lb] 5927 0.700 0.750 1.000 3112 300 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Sdiaan E:2=2:1 www.hlltLus PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos.No.: TOP 13FT CONC WAL Phone I Fax: -I- Date: 2/27/2012 E-Mail: Concrete edge failure in direction x- Equations Vcb (A�o)yted.V yrc.v tph.V yrparanei.v Vb ACI 318-08 Eq.(D-21) Vcb?Vua ACI 318-08 Eq.(D-1) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 cat ACI 318-08 Eq.(D-23) 1 Wec.v (1 + 2e„)5 1.0 ACI 318-08 Eq.(D-26) 3cal Wed.v=0.7+0.3(1 5Ca1)5 1.0 ACI 318-08 Eq.(D-28) lrh,v ="v1 5ca'ha z 1.0 ACI 318-08 Eq.(D-29) 02 Vb =(7 (d) �)X c8is ACI 318-08 EQ.(D-24) a Variables cm[in.] ca[in.] — ew[in.] We v ha[in.] le[in.] d,[in.] 1.750 0.000 1.000 420.000 3.220 1 0.500 fc[psi] 3000 2.000 Calculations A`k Iin^z 1 Aveo[in.z) Vb°c'v Wed,v i/h.v [Ib] 13.78 13.78 1.000 1.000 1.000 911 Results Vcb[lb] concrete Oseismic 4nonductile 4,Vcb[lb] Vea[lb] 1822 0.700 0.750 1.000 957 300 5.Warnings •Condition A applies when supplementary reinforcement is used.The r1 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). •Refer to the manufacturer's product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(q)�„,„,,•)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08.ASCE 7 and the governing building code. Selection of m•m,„.=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility, PROFIS Anchor(c)2003-2009 Hid AG,FL-9494 Schaan Hllti is a registered Trademark of HIM AG,Schaan -ie- • . ' / • www.hIltl.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier GLG Project: TWALITY MS Address: Sub-Project I Pos.No.: TOP 13FT CONC WAL Phone I Fax: -I- Date: 2/27/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ), 1/2(4 1/4) Profile:no profile Installation torque:540.001 in.-lb Hole diameter in the fixture:d,=0.625 in. Hole diameter in the base material:0.500 in Plate thickness(input):0.500 in. Hole depth in the base material:4.250 in. Recommended plate thickness:not calculated Minimum thickness of the base material:6.750 in. Ty I i ! 0 0 0 0 o N r r 0 0 0 0 0 0 ! r r • } 1.5000 1.5000 1.5000 ' 1.5000 Coordinates Anchor[in.] Anchor x y c c„ cy c,y 1 0.000 0.000 1.750 - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hite is a registered Trademark of HBO AG,Schaan www.hilti.us _ PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 6 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos.No: TOP 13FT CONC WAL Phone I Fax: -I- Date: 2/27/2012 E-Mail: 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 agreement with the existing conditions and for plausibility, PROFIS Anchor(c(2003-2009 Huh AG,FL-9494 Schaan Hilt,is a registered Trademark of Hilti AG,Schaan NISHKIAN DEAN JOB "P fd ./ Tf /1 5 NO ii ' lab CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 SHEET NO. OF I r 1022 SW Salmon Street, Suite 300, Portland, OR 97205 CALCULATED BY DATE ! c- tQ/1' Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE ii� . SCALE g L esPeg.ate/X4_0 CX/'V4 4p Di ?/U k...,) 4,‘.iO4.4.---,e,&_ v PIA( C c 1 rz--rte G mac.✓s rs 774 -'da9 i1/ G-i'V - /0 , . C A, GG- C4-r°he' Pry'''' / Z-)c/v3 ' '' 2 e2 1L ie i 535f `lr 0 /tom " --4 /33) ;;'y'x 7/0 1/ j i/L-- -6z -71 3 '/y l9 ' a/8.A. ' Sc rt.. 4."4-t - - II, C3fkoc 4 eThe-lrf.ey,) --_- ----- 2 — @ 19gC °''t> P _ N1i..TI www.hIltl.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY MS Address. Sub-Project I Pos. No.: STRUCT BLOCKING Phone I Fax: -I- Date: 1/25/2012 E-Mail: Specifier's comments: 1. Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ),3/8(3 1/4) + Effective embedment depth: h =2.500 in.,h,„,=3.250 in. .,, - r,....1••• •• Material: Carbon Steel Evaluation Service Report.: ESR 3027 11ra u11! YMI�t OM MK i� Issued I Valid: 12/1/20101 12/1/2012 Proof design method ACI 318/AC 193 Stand-off installation: e,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I,x Ir x t=3.000 x 12.000 x 0.250 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f:=3000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F): yes(D.3 3.5) Geometry[in.)&Loading[lb,in.-lb] 0 Z p co 110 • • • • • • r fsr r✓, .,y� a s Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilb AG,Schaan 1 c-i ''''''',''''.' i°7 . laatlinLallial .- , www.hiltLus PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: OW Project: TWALITY MS Address: Sub-Project I Pos.No.: STRUCT BLOCKING Phone I Fax: -I- Date: 1/25/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions lib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 355 0 355 !Y 2 0 355 0 355 max.concrete compressive strain[%o]: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[lb]:0 X resulting compression force in(x/y)=(0/0)[lb]:0 i 3. Tension load Proof Load N„,[lb] Capacity 4N,[lb] Utilization 13,„[%]=NAN, Status Steel Strength” N/A N/A WA N/A Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A anchor having the highest loading "anchor group(anchors in tension) 4. Shear load Proof Load V.[lb] Capacity 4V,[lb] Utilization p„[%]=V../4V„ Status Steel Strength* 355 1867 19 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 710 7729 9 OK Concrete edge failure in direction 710 12203 6 OK x anchor having the highest loading **anchor group(relevant anchors) Steel Strength V.[lb] 4 +nen .. 0V,.[lb] V.[lb] 3111 0.600 1.000 1867 355 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003.2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hill)AG,Schaan MITI www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos. No.: STRUCT BLOCKING Phone I Fax: -[- Date: 1/25/2012 E-Mail: Pryout Strength AN,[inn] A, MI c[in.] kcp 112.50 56.25 12.000 2.000 ec, [in.] W..u. e,,,,[in.) W.ar Ww., 44..N k„ 0.000 1.000 0.000 -- _ 1.000 1.000 - -- 1.000 17.000 N,[Ib] 4 Cahn. LAWS. •V,,,[Ib] V.[Ib] 3681 0.700 0.750 1.000 7729 710 Concrete edge failure in direction x- I,[in.] d,[in.] c,[in.] Ay,[ml Av,,[inl 2.500 0.375 12.000 352.00 648.00 W..v e..v[in.] W...v WO, W,v 1.000 2.000 0.000 1.000 1.000 1.500 V,[Ib] 4 4....... Co—,. ,i0V.„[Ib] V.[Ib] 14263 0.700 0.750 1.000 12203 710 5. Warnings •Condition A applies when supplementary reinforcement is used The c factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). •Refer to the manufacturer's product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(0•.„.N,•.)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of m..,,.,K„•.= 1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hula AG,FL-9494 Schaan Hulk is a registered Trademark of Hilti AG.Schaan • f www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos. No.: STRUCT BLOCKING Phone I Fax: -I- Date: 1/25/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ),3/8(3 1/4) Profile:no profile Installation torque:480.001 in.-lb Hole diameter in the fixture:d,=0.500 in. Hole diameter in the base material:0.375 in Plate thickness(input):0.250 in. Hole depth in the base material:3.250 in. Recommended plate thickness:not calculated Minimum thickness of the base material:4.750 in. A 1 t 0 0 0 0 0 2 0 O O O to x 0 O 0 O fri O 1 °o 8 1.5000 1.5000 1.5000 1.5000 Coordinates Anchor[in.] Anchor x y c„ c„ c., c•Y 1 0.000 -4.000 12.000 - - - 2 0.000 4.000 12.000 - - - Input data and results must be checked for agreement with the existing conditions and for plausibility, PROFIS Anchor(c)2003-2009 MU AG,FL-9494 Schaan Hilti is a registered Trademark of Hiiti AG,Schaan • Cra10 www.hI ti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier GLG Project: TWALITY MS Address: Sub-Project I Pos.No.: STRUCT BLOCKING Phone I Fax: -I- Date: 1/25/2012 E-Mail: 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 agreement with the existing conditions and for plausibility, PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan JOB Tt'JPr 1.I f M S NO. \l() .7 NISHKIAN DEAN SHEET NO. 13 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1 OF (l 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY '� DATE —1 Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE e-13 1Acr o,D tA./0}-L...L-S-"` NCO, 'c �c /�, it 7 e4' Fr© )c, a,2ci 5c. o /�T Ct,itF.1)) -C.-r*trIre trz. 2-N- I �ti v z 5 4,v# - z a* — Is" -wuw In4c,pfrot_ 5��y dK - GAS 3Gcoo E.x i Y14 6Yt (.4J Se I yGi friCACCf TrZ c-- v 5'40xCo -=- -! 5 .70► S7 sP-c- 672 a/57 sP - 11 /— 5-/e s7/"G/er%.-0 Gr's V - 33 2-r y 7t "' c K C-3 - , /0 (03* 7(2 tax 222 G 7L 4 pK (?-�4 -----� SI vk1 sn,J 71314 40°S 11.-5 , : 2t U,e� x2 -a 97017(022- ae o r\) rJ e2> -Tat S 0 745 7` '! s' 74 ;E.:A 7./6 ' a 1?141 '' Say S7 www•hiltLus PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY M S Address: Sub-Project I Pos. No: 1959 BAND TOP WALL Phone I Fax -I- Date: 1/26/2012 E-Mail Specifiers comments: 1. Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ),1/2(3) , Effective embedment depth: h„=2.160 in.,h,,,„=3.000 in. Material: Carbon Steel 1►Ink ins Mr ate rllflt..art Evaluation Service Report:: ESR 3027 Issued I Valid. 12/1/20101 12/1/2012 Proof design method ACI 318/AC 193 Stand-off installation: e,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I,x I x t=3.000 x 3.000 x 0.250 in.(Recommended plate thickness:not calculated) Profile no profile Base material cracked concrete,3000,f:=3000 psi;h=420.000 in. Reinforcement: tension:condition B,shear condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F): yes(D,3.3.5) Geometry[in.]&Loading[Ib,in.-lb] o z 9 J „ ,„ *11 I X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c 12003-2009 Hilt,AG,FL-9494 Schaan HiOU is a registered Trademark of Hilti AG,Schaan Nn`Ti www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY M S Address: Sub-Project I Pos.No.: 1959 BAND TOP WALL Phone I Fax: -I- Date: 1/26/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 —._ 1500 1500 0 y max.concrete compressive strain[°/.°]: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[lb]:0 resulting compression force in(x/y)=(0/0)[lb]:0 x 3. Tension load Proof Load N.[lb] Capacity(1)N,[lb] Utilization [i„[%]=N./0N,, Status Steel Strength* N/A - N/A - N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A 'anchor having the highest loading "*anchor group(anchors in tension) 4. Shear load Proof Load V.[lb] Capacity coV,[lb] Utilization [3„[%]=V",/ovn Status Steel Strength* 1500 3328 45 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 1500 1552 97 OK Concrete edge failure in direction 1500 1526 98 OK x+** *anchor having the highest loading **anchor group(relevant anchors) Steel Strength V.[lb] $ 4iV,.[lb] V.[lb] 5547 0.600 1.000 3328 1500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Htlti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilli AG,Schaan r` ■ r—. www.hllti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY M S Address: Sub-Project I Pos.No.: 1959 BAND TOP WALL Phone I Fax: -1- Date: 1/26/2012 E-Mail: Pryout Strength A.<[In'] Ax..pill c[in.] k„ 41.99 41.99 4.000 1.000 ea.v[In.] 41«s e,,,,[in.] W.<2. W.a.. Ww.. k,, 0,000 1.000 0.000 1.000 1.000 1.000 17.000 • N,[lb] 0 �..„ 0n...,ci,. 4,V.,,,[lb] V„[lb] 2956 0.700 0.750 1.000 1552 1500 Concrete edge failure in direction x+ I.[in.] d,[in.] c,[in.] Au,[in') A.[in'] 2.160 0.500 4.000 72.00 72.00 Wr.v W..v e.,v[in.] W.<.v Ww W..v 1.000 1.000 0.000 1.000 1.000 1.000 V,[lb] 1 m.....< O....<,.. 4V,.,[lb] V„[lb] 2906 0.700 0.750 1.000 1526 1500 5. Warnings •Condition A applies when supplementary reinforcement is used The m factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(cm)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of 4,.....<,,.= 1.0 as a means of satisfying ACl 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY M S Address: Sub-Project I Pos. No: 1959 BAND TOP WALL Phone I Fax: -I- Date: 1/26/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ),1/2(3) Profile:no profile Installation torque:540.001 in.-lb Hole diameter in the fixture:d,=0.625 in. Hole diameter in the base material:0.500 in. Plate thickness(input):0.250 in. Hole depth in the base material:3.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:5.500 in. A • o 0 io a X I / 1 0 0 0 0 0 0 1.5000 1.5000 1.5000 1.5000 Coordinates Anchor(in.] Anchor x y c 1 0.000 0.000 4.000 4.000 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor I c 1 2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan 1::::21213 www.hild.us _ PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier: GLG Project: TWALITY M S Address: Sub-Project I Pos. No: 1959 BAND TOP WALL Phone I Fax: -1- Date: 1/26/2012 E-Mail: 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 agreement with the existing conditions and for plausibility, PROFIS Anchor(c 12003-2009 Hill'AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan JOBT14 Au t I r"' NO. 1107 . NISHKIAN DEAN SHEET NO. i OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 �J 3 � 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY T C.. �- rC DATE' Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE r SCALE ,' Art, f 19 5c3 C A FE. r Etta w el,u.. k 2Z Fr rAt-1;.L.- W ' d,80, 0.2a >G /0uy s��- 770 At//.t 4 I:5', -+R /02y* -- 2--"-* '7e7 )/2 --8 Q 4 f o ins c A'I°r 3/0 3c 1,0 2c,. 5 P 1t . r g 20/77o /, oG ' n uL7 - Art ' 53 ax. 2 A7 ( 14644 tar ) /011/ ,Ch5e' 3/4-b( c I '7 Gw'7?A-0.4 C k () 104 N A 1 l,5 c ovio Q 5 �2r y- 161 Z o 5 1! l " 123 a ''' •' /, '33 x 7,4 '1/, 7 _ /02? #. 8 d ry 4/L---- 5 oil xi,/4 - 16 4 1743 /60 ✓ie 8740c.3(2, -. 24/4/ 4J-- /oU x 15- s. 3.3° yx 6 I ._. Coo `'�' �' U"• ,22� leo`xISPSF -7 19% 2, a 22- 1xlaorsrz 43/ fo�2- ` C JOB -114A4-,11101 fr m- D NO. i {`r / NISHKIAN DEAN 2 SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 ' ?' 1022 SW Salmon Street, Suite 300, Portland,OR 97205 CALCULATED BY C.v.1-4 DATE 2.-/—i�L Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY ` FS DATE�t SCALE F 1 s' t"'-kr 6 7�'7C` .3 77oir L 50 -- SA,5 1 0-6' „_.----7v 10 d ea Co 2 -Z-4-ia 13 i X4 Z---> al4M111.114111Mila ,Ale \b 2.44 ►, U7� 3 4. li Elm ago s g WAS-CZ- . ' A : 241140/1 N *4:', R..., 1 - 1_50 a I. .'________VII ----------- _ C pS�L i 11 A 1 1 , , . ., e /A-00 1--W.,A G / - )U d c4 jec.UC x e-0/1 3 `' A A , CA-42 7 0,8 vc:3 a t 7G g is/1 -- aiL L70 : 4 4 4 ' ' 61mpstr.) L-50 335 y.. 74, cp2. 7 2.4 L-.3 o ' 2tv Ji-2_,a-. c1) Z 475 244X1.33 % 32441 --- (11 L5 4(..__> 770 -A -1 '7 5310 5G 1 ,°3 = 7 'SI — (1) L.ca Q �5° 4 -+.4. I ) L .30 • 84e (.11 t14" 6CIF on tLLl JA Sc-r 4 ws - - \-u► s--7 5 P ke.bt 7 VP ' = 1 1 = I IMM ( b iLSo 7 (o ,t. 3Go/ 576•7' 7 6--:)4 ,,il U�=- (\2) X14" es/ vs -- I Z x 2. 1 o 4 2.2.5)=. 5g52.4 ) 0 5-3i K 4) ' 51 oiP5 T13 14(,O$ JOB -n4/04-4.4 �}l "lc NO.I 1 0-7 NISHKIAN DEAN SHEET NO. !�./ OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 ff [; q)), 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY r _DATE 2-I Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY [� C� G� /��i DATE ! �V —/ 4. 517 o/2-1 -312, u /, 5 Si 14 Co-711 ) LePi) 0i'✓ 1 .- r o W-05 17 4 4 1V JOB ! iAjAZ-I TY J . NO. r NISHKIAN DEAN SHEET NO. .2. 'z"' OF �+ CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 /A / 1022 SW Salmon Street,Suite 300,Portland,OR 97205 CALCULATED BY /--4 DATE f �" Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE ) / 1,)r/4 LA/44,1, c_ 1- r- , r V 7 0. fug 0.7 ao /. Zr Iu0 GPs? v► 77 p*-�l x 1. 3 3 10'Z `' !J aar v- if—1G d c }2L' { e, W+,P'SO w L ] 474; _.. ' • • /f .( • r airizo www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos.No.: TOP 22FT CONC W Phone I Fax: -I- Date: 2/27/2012 E-Mail: Specifier's comments: 1. Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ),1/2(3) Effective embedment depth: h„=2.160 in.,him=3.000 in Material: Carbon Steel Evaluation Service Report:: ESR 3027 a t ta.ow tm i 1MIaa Issued I Valid: 12/1/2010 1 12/1/2012 Proof: design method ACI 318/AC 193 Stand-off installation: e,=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I,x Iv x t=2.000 x 2.000 x 0.500 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f.'=3000 psi;h=420.000 in. Reinforcement: tension:condition 8,shear:condition B;no supplemental splitting reinforcement present edge reinforcement: none or<No.4 bar Seismic loads(cat.C,D,E,or F): yes(D.3.3.5) Geometry[in.]&Loading[lb,in.-lb] OtZ ' 0 co rt D ih3 CO • • • •*I l X • Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c 1 2003-2009 Hilt,AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier GLG Project: TWALITY MS Address: Sub-Project I Pos. No.: TOP 22FT CONC W Phone I Fax: -I- Date: 2/27/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions pb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 512 512 - 0 ^y max.concrete compressive strain[%o]: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[Ib]:0 resulting compression force in(x/y)=(0/0)[Ib]:0 3.Tension load - Proof Load N„[Ibi Capacity oN„[Ib] Utilization [i„[%]=N,,,/QN, Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A anchor having the highest loading **anchor group(anchors in tension) 4. Shear load Proof Load V„,[Ib] Capacity 4V,[Ib] Utilization 13„[%]=V„,/41V„ Status Steel Strength* 512 3328 15 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength'* 512 1030 50 OK Concrete edge failure in direction 512 883 58 OK x-** *anchor having the highest loading **anchor group(relevant anchors) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hllti.us PROFIS Anchor 2.2.4 • Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos.No.: TOP 22FT CONC W Phone I Fax: -I- Date: 2/27/2012 E-Mail: Steel Strength Equations Vseis =ESR value refer to ICC-ES ESR 3027 Vsteei Vua ACI 318-08 Eq.(D-1) Variables n A_se,v[in 2] f„r,[psi] 1 0.16 112540 Calculations Vsa[Ib] 5547 Results Vsa[Ib] isteel Qnonduaile $V,.[Ib) _ Vw[Ib] 5547 0.600 1.000 3328 512 Pryout Strength(Concrete Breakout Strength controls) Equations 1r ^ 1 Vcp -kcp L(/N /co 1 y/ed,N ll/cN 41cp.N Nb] ACI 318-08 Eq.(D-30) Vcp a Vua ACI 318-08 Eq.(D-1) AN. see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 het ACI 318-08 Eq.(D-6) 1 ylec,N = 1 +2 hery 5 1.0 ACI 318-08 Eq.(D-9) � y/ed N=0.7+0.3 ca,min her\5 1.0 ACI 318-08 Eq.(D-11) - 1.5 tVcVN =MAX(ca•mlac in, C 1.5he()5 1.0 ACI 318-08 Eq.(D-13) \ ac f Nb =k,x A hei° ACI 318-08 Eq.(D-7) Variables k`p ht,[in.] eC,,N[in.] es2.N[in.] - ca,min[in.]- wc.N _ c,,[in.] ke 1 2.160 0.000 0.000 1.750 1.000 3.670 17 fe[psi] 1 3000 Calculations ANC[in.2] ANc0[in 2] tVect.N Wec2,N Wed.N Wca.N Nb[lb] 32.33 41.99 1.000 1.000 0.862 1.000 2956 • Results Va[Ib] ------¢conc'ete $s°bmc ----, •nonduaxe •Vcp[lb] - Vu.[Ib] 1962 0.700 0.750 1.000 1030 512 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti-us - PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos. No.: TOP 22FT CONC W Phone I Fax: -I- Date: 2/27/2012 E-Mail: Concrete edge failure in direction x- Equations Avb VC, = (Auto)tlred,V 1Vc,V IVh,V tfparalteiv Vb ACI 318-08 Eq.(D-21) Vo z Vua ACI 318-08 Eq.(D-1) Avo see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Ave() =4.5 c81 ACI 318-08 Eq.(D-23) 1 1Vecv 1 + 2e 5 1.0 ACI 318-08 Eq.(D-26) 3ca1 y/ed.v=0.7+0.3(5aL)5 1.0 ACI 318-08 Eq.(D-28) tynv = l.hcat a.1.0 ACI 318-08 Eq.(D-29) 11.2 Vb = (7 (d NZ) A.815 ACI 318-08 EQ.(D-24) Variables cm[in.] oat[in.] ecv[in.] ye,v - ha[in.] I.[In.] 7� _ d,[in.] 1.750 - 0.000 1.000 420.000 2.160 1 0.500 fe[psi] typeraael,y 3000 2.000 Calculations Av.[in.2] Avw(in 2) 1Vec,V Etl V 'Vh,V Vh[Ib] 13.78 13.78 1.000 1.000 1.000 841 Results Vdb[1b] tItconcele tseismic 4incnductIle ---_-- Veb[Ib] Vua[Ib] 1682 0.700 0.750 1.000 883 512 5. Warnings •Condition A applies when supplementary reinforcement is used The c1 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). •Refer to the manufacturer's product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(4„,a,�,u•)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the goveming building code. Selection of =1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08, Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Fin AG,Schaan www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos. No.: TOP 22FT CONC W Phone I Fax: -I- Date: 2/27/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ), 1/2(3) Profile:no profile Installation torque:540.001 in.-lb Hole diameter in the fixture:d,=0.625 in. Hole diameter in the base material:0.500 in. Plate thickness(input):0.500 in. Hole depth in the base material:3.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:5.500 in. fT 0 °0 8 o 0 1.0000 1.0000 1.0000 1.0000 Coordinates Anchor[in.] Anchor x y c., c„ c-r c,r 1 0.000 0.000 1.750 - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan c-79 741 tt2a23 vwrw.hiiti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 6 Specifier • GLG Project: TWALITY MS Address: Sub-Project I Pos.No.: TOP 22FT CONC W Phone I Fax: -I- Date: 2/27/2012 E-Mail: 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 agreement with the existing conditions and for plausibility' PRORS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilli AG,Schaan ' JOB --rW 7`C-4('T[ M S NO.t 1 O NISNKIAN DEAN SHEET NO 1 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 425 SW Stark Street, Second Floor, Portland,OR 97204 CALCULATED BY .'"� DATE J."—��ZGi1"" Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE ' i( / effrl C LYJ c rae.76 Uljit l S E X! S T/to 4 '"--r--d 117 rte.He-7'AI it.C /s 7"EZ-7 1t-i '�?G-z.�C V/A--fo f~"rt-,41.4.4 0 "� <<r'�:1 1 VM k& f -r,-r/S 'r"'1 to an `i7�CX �7)5 z a ,? d , . rt..e, n: o Yu - cxi r7E-A) 7 — 51>/ 7 G), 3, L1PGa-A-DEi , N ✓(IL ✓tl" ai"1c A ?may wa d p d ✓tvt LAY -- --- I y/S7/ 104 440lc lNA / 5 T"v -R a Is:m tc/ C4/s-7 —0G-- 2.Y1-•A r'ac .-m ki 4, C° 'Bc1Lt3 7-44.ec d. 3 2 I, 'f Ft cli, z /0 Z 250.ycv. /1, 5 ' 2 , 0 J 'A-' S v S r , ---. /4- 4 �L.x u . . 3 3 x4—e. y •E ©. 5 ems- z-/ m-g L E) T -v - /2 =- 4 S'P�.V I 2 5h1" LA)7 12 p�' , 2 5 "P•5 P " /ti) L,/ /-47 ''if s 4to ,M 10ort to — 3,6 Ai e.J-,. ', ', -711,e,.•4 rte, JOB " '�s! y�v� / NO. J J'U� _ NISHKIAN DEAN SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 / /' / �''` �1 425 SW Stark Street,Second Floor, Portland,OR 97204 CALCULATED BY "'"'��tr"�- DATE / —1 a L_ Tel:(503)274-1843 Fax:(503)273 5696 CHECKED BY DATE SCALE I '1? " 'Y/"`l �rvyry 2 iv2k,7 G,600 G -f&c-+ r f of Ca) lo r 25,4 -- 20'5 JP k i►J ! o c , s I�`►� wr : Al�-+ 24147 201 X/2.,51 ' , 0 k's f J 6/e' 014- ---.. CA?fr •x'e of (E) Ci l r2 C7,Crc. -- /ua ' PA. ry / . a C. -74 c.s /G x 3/4 y 24-/eo/ ' z 73/4 Hr * 2 x 47,, 75 " • / G•4,7/4 f 1 4 = w x (-A) S f/& I .....� , -!.. 2 ul i 46 Czl12irz WT J4 ' �T (2) 4o ,8 x Ci 2 3 2 t) (� x 5- .>� !` _ 6,3S `4. l •,. s- 453 a v' 4 '7 , F'" (E.\ r , c.11 ,t)t; "tL 517 cllc 4Gy.i,oC I a.'7 4Z 3 .43k) 0v1 25, c� X3 . 1 rpm ‘,/S JOB 1. t'v `I-P X1445 `4"(i�ke „.1"( U / NISHKIAN DEAN SHEET NO + OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 (�r .r r''` 425 SW Stark Street,Second Floor, Portland,OR 97204 CALCULATED BY C:77 " DATE S L'C ) Z Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY p DATE iSCALE I Y Deer 7' u,P- 7-1_04 N c A.(vc/#mac 6)4 G' AA-sr- t1 Go V 4--t-t..-S, cE.) -Yvh'Tee.riiAl Pa44- i ( E. ) S r+ �j/c9"461 w W�p . I 4,iip �-rt \ s dRr 1 d . orrr Al / j4 01 711 �zir , Ili , !� l Eby 1 .....`.. �',. L 8,‹ 31/2?,'Iy ' ( �/ (112.11 ( (41 5/g'g ol.Ts . [ 1- r/l a 0' -rue&.?` 7 261 ` LAN( L47ar A -' 0, 4 Sas- rr/ -= �,4 d X a 70 a " I, ` 5- X-/400 '1'71/e- f6 1,41k- /7><g5 P61: $ 4 2--5-*/P 7 . 0/9 ( 4 4 1 c X 7..a/27 4,Z .,. /4/<,„.: , 2 .. �,,,, ;;f i„w, ! 2_7 • JOB A) r G`l a s, y P4.It0 4'0 C No.1 1 07 NISHKIAN DEAN SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 r (it> 425 SW Stark Street,Second Floor, Portland,OR 97204 CALCULATED BY C*. •�"I DATE I- - ( Z Tel: (503)274-1843 Fax:(503)273-5696 CHECKED BY �j DATE / SCALE 1 ‘ 4 C�7 Y^, 0 0 1 erp. p4-4 n) 7 A-"I c'-+a,•c AEG+~ B, T kJ "7"" ,w 4-u c ... L3x3%Zx4.1 NMI o (Z) weir 10(.75 Cz) 5/gee.)(P Rrt z'S -H I LT1 I( BOLT TZ w 14 A a-741 e any ) a24611±=0 517 www.hiki.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY MS UPGRAD Address. Sub-Project I Pos.No.: 1964 GYM GIRT CONN Phone I Fax: -1- Date: 1/11/2012 E-Mail: Specifiers comments: 1. Input data Anchor type and diameter: Kwik Bolt TZ-CS,5/l3(4) Effective embedment depth: fi =4.000 in.,h„,m=4.750 in. Material: Carbon Steel Evaluation Service Report:: ESR 1917 Issued I Valid: 5/1/2011 1 5/1/2013 Proof: design method ACI 318/AC 193 Stand-off installation: e,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I x I x t=3.000 x 12.000 x 0.250 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f.'=3000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F): yes(D.3.3.4) Geometry[in.]&Loading[Ib,in.-1131 _ .',7) ot 1o* �� c 950 • •,X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hulk AG,Schaan 17 r =1;i3 www.hiltius PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM GIRT CONN Phone I Fax: -1- Date: 1/11/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions nb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 2975 0 2975 y 2 0 2975 0 2975 max.concrete compressive strain[%u]: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[lb]:0 x resulting compression force in(x/y)=(0/0)[Ib]:0 R • 3. Tension load Proof Load N„,[Ib] Capacity ONn[Ib) Utilization (3,,,[%]=NJiN,, Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A anchor having the highest loading **anchor group(anchors in tension) • 4. Shear load Proof Load V„.[lb] Capacity$V,,(Ib] Utilization NM)ry V„/4,V, Status Steel Strength* 2975 4940 OK _ Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength” 5950 13687 43 OK Concrete edge failure in direction 5950 10654 58 OK y-.. *anchor having the highest loading **anchor group(relevant anchors) Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan • 1 ; al= www.hiltl.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM GIRT CONN Phone I Fax: -I- Date: 1/11/2012 E-Mail: Steel Strength Equations Vses =ESR value refer to ICC-ES ESR 1917 (i)Vsteei>Vua ACI 318-08 Eq.(D-1) Variables n Ase,v[in.21 fela[psi] 1 0.16 106000 Calculations Vsa[lb] 7600 Results Vsa[lb] steel ;Vs.[lb] Vt„[lb] 7600 0.650 4940 2975 Pryout Strength(Concrete Breakout Strength controls) Equations r V� =kip[(ANA)Wec,N Wed,N'lJcN Ifcp.N Ns] ACI 318-08 Eq.(D-31) V�2 V„a ` Ns] ACI 318-08 Eq.(D-1) ANC see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 hef ACI 318-08 Eq.(D-6) 1 thec,N = 1 +2 eN <—1.0 ACI 318-08 Eq.(D-9) 3 hef Wed,N =0.7+0.3(1.5hef 105 •:)5 1.0 ACI 318-08 Eq.(D-11) WCpN =MAX(Ca,min 1.5hef)5 1.0 lbac Cac 1 ACI 318-08 Eq. (D-13) ` Nb =Itc 'hei5 ACI 318-08 Eq.(D-7) Variables Kr, _ he[In.] ec+.N Cn•l ecx.N[In•I o.,mn M•1 WoN _ c.Pri.1 — — k` 2 4.000 0.000 0.000 10.000 . 1.000 6.750 17 {c[PM 1 3000 Calculations ANC[in.21 Asks[in 2] Wec7.N Wec2.N Wed,N Ww.N Nb[lb] 252.00 144.00 1.000 1.000 1.000 1.000 7449 Results Vcpg[lbl - +concrete seismic Vwa[lb] Vu.[lb] 26071 0.700 0.750 13687 5950 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(Cl 2013-2009 Hllti AG,FL-9494 Schaan Hilt]is a registered Trademark of Hilt]AG.Schaan 1411.7119. www.hiltl.us _PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM GIRT CONN Phone I Fax: -I- Date: 1/11/2012 E-Mail: Concrete edge failure in direction y- Equations _ (KW) r V ACI 318-08 Eq. D-22 Vibe Avg y ec,v yred,v y c,v yrn.v Vrparanel v b q ( ) Vag?Vua ACI 318-08 Eq.(D-1) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 cet ACI 318-08 Eq.(D-23) 1 yrec,v \1 + 2e„ 51.0 ACI 318-08 Eq.(D-26) Scat y/ed,v =0.7+0.3(1758c2.1)5 1.0 ACI 318-08 Eq.(D-28) i = 1.5c h 1.0 ACI 318-08 Eq.(D-29) trhv a \\ Vb = (7(d)a.z Ca15 ACI 318-08 EQ.(D-24) Variables Cal[In.] ca2[in.] ecv[in.] wb.v he[in.] Ia[in.] d,[in.] 10.000 - 0.000 1.000 8.000 4.000 1 0.625 (c[Psi] - yrparallel,V 3000 2.000 Calculations Avc[in.2] Avco[in.z] -- yrec,v ---. yred,v yrh,V Vb[lb] 240.00 450.00 1.000 1.000 1.370 13894 Results --_Vcbp[lb] +concrete ---_-- +seismic +Vcbp[lb] V.[lb] 20294 0.700 0.750 10654 5950 5.Warnings •Condition A applies when supplementary reinforcement is used.The 1 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(4,,p,„„,,,•)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of(I),„,b„,„,=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c 1 2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilt'AG.Schaan www.hiltl.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos. No.: 1964 GYM GIRT CONN Phone I Fax: - - Date: 1/11/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS,5/8(4) Profile:no profile Installation torque:720.001 in.-lb Hole diameter in the fixture:d,=0.688 in. Hole diameter in the base material:0.625 in. Plate thickness(input):0.250 in. Hole depth in the base material:4.750 in Recommended plate thickness:not calculated Minimum thickness of the base material:8.000 in. n y 2 0 0 co x 0 0 0 0 ro o. 1.5000 1.5000 1.5000 1.5000 Coordinates Anchor[in.] Anchor x y c, 1 0.000 -4.500 - - 10.000 - 2 0.000 4.500 - - 19.000 - Input data and results must be checked for agreement with the existing conditions and for plausibility, PROFIS Anchor(Cl 2003-2009 Hilb AG,FL-9494 Schaan Hilti is a registered Trademark of Hill,AG,Schaan • www.hllti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 6 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM GIRT CONN Phone I Fax: -I- Date: 1/11/2012 E-Mail: 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 agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Kitt AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Page 1 of 5 1 9 Anchor Calculations Anchor Selector (Version 4.5.1.0) Job Name : Date/Time : 1/12/2012 3:19:45 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-05 Calculation Type : Analysis a) Layout Anchor : 5/8" Strong-Bolt 2 Number of Anchors : 2 Steel Grade: Carbon Steel Embedment Depth : 4.125 in Built-up Grout Pads : No cxi 5x1 Cx2 Y4 it 51 Wua y C y2 MuyC) ua Mux by2 • 02 �vuax by1 b610 bi $x bx2 1 Cy1 P 2 ANCHORS •uua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION •INDICATES CENTER OF TWO ANCHORS Anchor Layout Dimensions : cx1 : 24 in cx2 : 24 in cy1 : 24 in cy2 : 24 in bx1 : 2 in bx2 : 2in bye : 2 in bye : 2 in sx1 : 9 in about:blank 1/12/2012 Page 2 of 5 1 , ; b) Base Material Concrete : Normal weight fc • 3000.0 psi Cracked Concrete : Yes • 1.00 Condition : B tension and shear (I)Fp : 1657.5 psi Thickness, ha : 8 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 0 lb Vuax : 0 lb Vuay : 5950 lb Mux : 0 lb*ft Muy • 0 lb*ft ex : 0in ey : 0in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters From [F-SAS-CSAS2009] : Anchor Model = STB2-62 do = 0.625 in Category = 1 hef = 3.5 in hmin = 6.52in cac = 8.14 in cmin = 6.5 in smin = 5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 0.00 lb Anchor#2 Nua2 = 0.00 lb Sum of Anchor Tension ENua = 0.00 lb ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: about:blank 1/12/2012 Page 3 of 5 fjcq I3,/ Anchor#1 Vua1 = 2975.00 lb (Vuaix = 0.00 lb , Vuaiy = 2975.00 lb ) Anchor#2 Vua2 = 2975.00 lb (Vua2x = 0.00 lb , Vua2y = 2975.00 lb ) Sum of Anchor Shear EVuax = 0.00 lb, EVuay = 5950.00 lb e'vx = 0.00in e'Vy = 0.00in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAse futa [Eq. D-3] Number of anchors acting in tension, n = 0 Nsa = 19070 lb (for each individual anchor) [F-SAS-CSAS2009] = 0.75 [D.4.4] ONsa = 14302.50 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANco4Jec,N�Ped,N�c,N Jcp,NNb [Eq. D-5] Number of influencing edges = 0 hef = 3.5 in ANco = 110.25 in2 [Eq. D-6] ANc = 204.75 in2 Tec,Nx = 1.0000 [Eq. D-9] `1'ec,Ny = 1.0000 [Eq. D-9] `Yec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) Smallest edge distance, ca,min = 24.00 in `Ped,N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 `1'c,N = 1.0000 [Sec. D.5.2.6] Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = kb?, f ' c heft.5 = 6096.94 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncbg = 11322.88 lb [Eq. D-5] = 0.65 [D.4.4] 4seis = 0.75 (I)Ncbg = 5519.90 lb (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] about:blank 1/12/2012 Page 4 of 5 Neq = 51701b (fc/2'500 psi)0.5 = 5663.45 lb = 0.65 (1)seis = 0.75 ONeq = 2760.93 lb (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 9930.00 lb (for each individual anchor) [F-SAS-CSAS2009] = 0.65 [D.4.4] 4 Veq = 6454.50 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Concrete breakout strength has not been evaluated against applied shear load(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] e'ux = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) ec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) `1'ec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) `f`ec,N' = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANc)('I'ec,N'"ec,N)Ncbg Ncbg = 11322.88 lb (from Section (5) of calculations) ANc = 204.75 in2 (from Section (5) of calculations) ANca = 204.75 in2 (considering all anchors) ec,N = 1.0000 (from Section(5) of calculations) Ncbg = 11322.88 lb (considering all anchors) Vcpg = 22645.76 lb = 0.70 [D.4.4] 4seis = 0.75 about:blank 1/12/2012 Page 5 of 5 (1)Vcpg = 11889.02 lb (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.0000 - Breakout : 0.0000 - Pullout : 0.0000 - Sideface Blowout : N/A Shear - Steel : 0.4609 - Breakout : N/A - Pryout , fT:500 T.Max(0) <= 0.2 and V.Max(0.5) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 5/8" diameter Carbon Steel Strong-Bolt 2 anchor(s) with 4.125 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be designed to be governed by tensile or shear steel strength of a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively it is permitted to take the design strength of the anchors as 0.4 times the design strength determined in accordance with Section D.3.3.3, or the attachment the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a force level corresponding to anchor forces no greater than the design strength of anchors specified in Section D.3.3.3. To include the 0.4 factor in the calculation, select the Apply strength reduction factor for brittle failure checkbox and re-calculate. Designer must exercise own judgement to determine if this design is suitable. about:blank 1/12/2012 JOB ( 1/04-t L 4 / / S, NO. J 1 0 7 NISHKIAN DIAN SHEET NO. / OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 / / 1022 SW Salmon Street, Suite 300, Portland, OR 97205 CALCULATED BY DATE ".`' " y/ Tel: (503)274-1843 Fax: (503)273-5696 CHECKED BY DATE SCALE J ` L A-rJ Gk+aiCk4 ? 9� c,!,c ? + Gr 61C �--- �,go L. 5 X3i.3i� f x 4 '—` 11 si 11111111MMI < 35"Ps-rx1-712- 55'54/1 ,• x 4 ,- 23F2)* L�FD 1196 i59s"-- T 370, OJ — .C4,9 x3.4 Thy itY,( µors—Ez w/ 6" era G.F~ ►el & A--oc, L g T�+!�KNE s S !°`u� T.)41 / PAIL(4 dm o rip — fir► x 0, 6 X V G : 32, 1-///r / -�� 'S vltiy z 17vS z c)5<32,tf uu b 0.33 — 4546 L 5'x.3 X15-4 94 V =311.1 www.hlkhus _ PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM WALL ANCH Phone I Fax: -I- Date: 1/11/2012 E-Mail: Specifler's comments: 1. Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ),5/8(5) Effective embedment depth: h,=3.880 in.,h„m=5.000 in. MOM Material: Carbon Steel ti tint.11111 lift Mit 10t Evaluation Service Report:. ESR 3027 V. Issued I Valid: 12/1/2010 1 12/1/2012 Proof: design method ACI 318/AC 193 Stand-off installation: e,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I,x I,x t=3.000 x 10.000 x 0.250 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f =3000 psi;h=8.000 in Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No 4 bar Seismic loads(cat.C,D,E,or F): yes(D.3.3.5) Geometry[in.]&Loading[lb,in.-lb] totZ co 1 .� t7 • y ` _ i 2r,� • Oat ). l X Input data and results mustbe checked for agreement with the existing conditions and for plausibility' PROFtS Anchor(c)2003-2009 Hai AG,FL-9494 Schaan Hite is a registered Trademark of Hilt.AG,Schaan i tr=iM' n41 iiti www.hilti.us _ PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM WALL ANCH Phone I Fax: -I- Date: 1/11/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1190 0 0 0 y 2 1190 0 0 0 max.concrete compressive strain[%°]: 0.00 T max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[Ib]:2381 x resulting compression force in(x/y)=(0/0)[Ib]:0 9 3. Tension load Proof Load N„,[Ib] Capacity`N.lib) Utilization [3„[%]=NAN„ Status Steel Strength* 1190 15738 8 OK - Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength** 2380 5555 43 OK anchor having the highest loading **anchor group(anchors in tension) Steel Strength N.[ib] •N.[lb] N.fib] 24210 0.650 1.000 15736 1190 Concrete Breakout Strength A.ore] A„..DWI c[in.] c.(in.] 216.97 135.49 3936.969 5.810 e.,,,[in.] W.,,, era,[in.] w..... w.,..„ wc,.„ k,, 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N.[Ib] • b,...,. (L. 4N,,(lb] N.[Ib] 7116 0.650 0.750 1.000 5555 2380 • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM WALL ANCH Phone I Fax: -I- Date: 1/11/2012 E-Mail: 4. Shear load Proof Load V•,[lb] Capacity oV•[lb] Utilization 13,1%1=ViiV• Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength** N/A N/A N/A N/A Concrete edge failure in direction" N/A N/A N/A N/A •anchor having the highest loading "anchor group(relevant anchors) 5.Warnings •Condition A applies when supplementary reinforcement is used.The cP factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). •Refer to the manufacturer's product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(0,„•„„,,,,•)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of =1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility, PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan /9 , / MITI www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos. No.: 1964 GYM WALL ANCH Phone I Fax: -I- Date: 1/11/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ),5/8(5) Profile:no profile Installation torque: 1020.002 in.-lb Hole diameter in the fixture:d,=0.750 in. Hole diameter in the base material:0.625 in. Plate thickness(input):0.250 in. Hole depth in the base material:5.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:7.000 in n y • 0 0 • 0 0 • 2 o p O x 0 0 0 0 o O 1 � I 1.5000 1.5000 r 1.5000 1.5000 Coordinates Anchor[in.] Anchor x y c., c„ c., c,5 1 0.000 -3.500 - - - - 2 0.000 3.500 - - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Huh AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt,AG.Schaan t' www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM WALL ANCH Phone I Fax: -I- Date: 1/11/2012 E-Mail: 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 agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hub AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt)AG.Schaan 1=025arsasi www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos. No: 1964 GYM WALL ANCH Phone I Fax: -I- Date: 1/11/2012 E-Mail: SpecBier's comments: 1. Input data Anchor type and diameter: Kwik Bolt TZ-CS,5/8 141 Effective embedment depth: ;=476 in.; i,w,m=4.750 in. Material: Carbon Steel Evaluation Service Report:: ESR 1917 Issued I Valid: 5/1/2011 1 5/1/2013 Proof: design method ACI 318/AC 193 Stand-off installation: e,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I x I x t=3.000 x 10.000 x 0.250 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f,'=3000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F): yes(D.3.3.5) Geometry[in.]&Loading[Ib,in.-lb] z � " , N cot co O a oo 1 Y- 0o o ye cr • Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hilt,AG,FL-9494 Schaan HBti is a registered Trademark of Hilti AG.Schaan www.hilU.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM WALL ANCH Phone I Fax: -I- Date: 1/11/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1190 0 0 0 y 2 1190 0 0 0 max.concrete compressive strain[%o]: 0.00 T on max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[Ib]:2381 X resulting compression force in(x/y)=(0/0)[Ib]:0 I 3.Tension load Proof Load N.[lb] Capacity 4N.[lb] Utilization p„[%]=N./4Np Status --- - - — - -- Steel Strength' 1190 12878 9 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 2380 5750 OK anchor having the highest loading **anchor group(anchors in tension) Steel Strength t N.[Ib] 4 1N..[Ib] N.[Ib] L\ , 17170 0.750 12878 1190 Concrete Breakout Strength A.[in=] A,b[in0] c[in.] c„[in.] 228.00 144.00 3938.969 8.750 e.t.a[In.] W..,.. ea.e[in.] W.a.. W.... AY... kc, 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N.[lb] 4 4...,.. .a n.. +N,..[Ib] NW[Ib] 7449 0.650 0.750 1.000 5750 2380 Input data and results must be checked for agreement with the emoting conditions and for plausibility. PROFIS Anchor(c)2003-2009 Huh AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1=110 www.hllti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM WALL ANCH Phone I Fax: -l- Date: 1/11/2012 E-Mail: 4. Shear load Proof Load V [lb] Capacity$V•[lb] Utilization [3„[%1=Vv/cpV• Status Steel Strength' N/A N/A N/A WA Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 5.Warnings •Condition A applies when supplementary reinforcement is used.The P factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(0,„•,„,••)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of =1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08, Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HMI AG,FL-9494 Schaan Hilti is a registered Trademark of Hilli AG,Schaan MI.1115:0 www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos. No.: 1964 GYM WALL ANCH Phone I Fax: -I- Date: 1/11/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS,5/8(4) Profile:no profile Installation torque:720.001 in.-lb Hole diameter in the fixture:d,=0.688 in. Hole diameter in the base material:0.625 in. Plate thickness(input):0.250 in. Hole depth in the base material:4.750 in. Recommended plate thickness:not calculated Minimum thickness of the base material:8.000 in. A o I S O 2 °o 0 ai x I p 0 0 to 0 Y,l . g 1.5000 1.5000 1.5000• 1.5000 Coordinates Anchor[in.] Anchor x y c., c„ C., C„ 1 0.000 -3.500 - - - - 2 0.000 3.500 - - - - input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(Cl 2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 609? 247 11■■111011191 www.hlRi.uls PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos. No: 1964 GYM WALL ANCH Phone I Fax: -I- Date: 1/11/2012 E-Mail: 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 agreement with the wasting conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilt!is a registered Trademark of Hite AG,Schaan Page 1 of 9 • /9 2 .?//' Anchor Calculations Anchor Selector (Version 4.5.1.0) Job Name : Date/Time : 1/12/2012 2:58:06 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-05 Calculation Type : Analysis a) Lay . Anchor • 5/8" Strong-Bolt 2 I Number of Anchors : 2 Steel Grade: Carbon Steel Embedment Depth : 4.125 in Built-up Grout Pads : No Cl x sxa - �xi -� 'b wCy2 usy c � uy M by2 Vuax byi I- IIII bx1 ex bx21 5' J Cy1 J, 6 • pei9A(/' 2 ANCHORS 'Nua 1S POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION +INDICATES CENTER OF TWO ANCHORS Anchor Layout Dimensions : cx1 : 24 in cx2 : 24 in cy1 : 12 in cy2 • 24 in bx1 : 2 in bx2 : 2in bye : 2 in by2 : 2in sx1 : 7 in about:blank 1/12/2012 Page 2 of 9 19v b) Base Material Concrete : Normal weight fc : 3000.0 psi Cracked Concrete : Yes • 1.00 Condition : B tension and shear 4F p : 1657.5 psi Thickness, ha : 8 in Supplementary edge reinforcement : No c) Factored Loads Load fasource : ACI 318 Section 9.2 Nub : 2380 lb 7 Vuax • 0 lb Vuay-! ,w :, Mux : 0 Ib*ft Muy : 0 lb*ft ex : 0in ey : 0in Moderate/high seismic risk or intermediate/high design category : No Apply entire shear load at front row for breakout : No d) Anchor Parameters From [F-SAS-CSAS2009] : Anchor Model = STB2-62 do = 0.625 in Category = 1 hef = 3.5 in hmin = 6.52 in cagy = 8.14 in cmin = 6.5 in Smin = 5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 1190.00 lb Anchor#2 Nua2 = 1190.00 lb Sum of Anchor Tension ENua = 2380.00 lb ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: about:blank 1/12/2012 Page 3 of 9 25 Anchor #1 Vuai = 0.00 lb (Vua1x = 0.00 lb , Vuaiy = 0.00 lb ) Anchor#2 Vua2 = 0.00 lb (Vua2x = 0.00 lb , Vua2y = 0.00 lb ) Sum of Anchor Shear LVuax = 0.00 Ib, EVuay = 0.00 lb e'Vx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAse futa [Eq• D-3] Number of anchors acting in tension, n = 2 Nsa = 19070 lb (for each individual anchor) [F-SAS-CSAS2009] = 0.75 [D.4.4] (I)Nsa = 14302.50 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANco'fec,Nkied,NTc,NTcp,NNb [Eq. D-5] Number of influencing edges = 0 hef = 3.5 in ANCO = 110.25 in2 [Eq. D-6] ANc = 183.75 in2 Tec,Nx = 1.0000 [Eq. D-9] `1'ec,Ny = 1.0000 [Eq. D-9] Tec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) Smallest edge distance, ca,min = 12.00 in `1'ed,N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 Tc,N = 1.0000 [Sec. D.5.2.6] Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = ky,'j f ' c heft.5 = 6096.94 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncbg = 10161.56 lb [Eq. D-5] 4) = 0.65 [D.4.4] Ocbg = 6605.01 lb (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Npn = Tc,pNp about:blank 1/12/2012 Page 4 of 9 � q1 , , Npn = 5170Ib (fc/2,500 psi)0.5 = 5663.45 lb = 0.65 4)Npn = 3681.24 lb 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = 11035.00 lb (for each individual anchor) [F-SAS-CSAS2009] = 0.65 [D.4.4] Vsa = 7172.75 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x-direction... Vcbx = Avcx/Avcox�ed,V'Pc,V Vbx [Eq. D-21] Cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 288.00 in2 Avcox = 1152.00 in2 [Eq. D-23] `1'ed,V = 0.8500 [Eq. D-27 or D-28] `1'c,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(1e1 do )0.2 y doA til fc(Ca1)15 [Eq. D-24] 1e = 3.50 in Vbx = 27378.92 lb Vcbx = 5818.02 lb [Eq. D-22] (1) = 0.70 4'Vcbx = 4072.61 lb (for a single anchor) In y-direction... Vcbgy — Avcy/A f vcoy ec,Vy�ed,VTc,V V [Eq. D-22] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcy = 440.00 in2 Avcoy = 1152.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] about:blank 1/12/2012 Page 5 of 9 �1' 1.0000 [Eq. D-27 or D-28] f 1 ed,V [E q ] 'Pc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/ do )0.2 .j dot.- 1 f c(cai)1.5 [Eq. D-24] 1e = 3.50 in Vby = 27378.92 lb Vcbgy = 10457.23 lb [Eq. D-22] = 0.70 Vcbgy = 7320.06 lb (for the anchor group) 3660.03 lb (for a single anchor - divided 4Vcbgy by 2) OVcby = Case 2: Anchor(s) furthest from edge checked against total shear load In x-direction... Vcbx = Avcx/AvcoxTed,VFc,V Vbx [Eq. D-21] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 288.00 in2 Avcox = 1152.00 in2 [Eq. D-23] 'ed,V = 0.8500 [Eq. D-27 or D-28] `Pc,v = 1.0000 [Sec. D.6.2.7] Vbx = 70e/ do )0.2 doX.ti1 fc(ca1)15 [Eq. D-24] le = 3.50 in Vbx = 27378.92 lb Vcbx = 5818.02 lb [Eq. D-22] = 0.70 Vcbx = 4072.61 lb (for a single anchor) In y-direction... Vcbgy = Avcy/AvcoyTec,V'ed,V1c,V Vby [Eq. D-22] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcy = 440.00 in2 Avcoy = 1152.00 in2 [Eq. D-23] lllec,V = 1.0000 [Eq. D-26] ` ed,V = 1.0000 [Eq. D-27 or D-28] `Pc,v = 1.0000 [Sec. D.6.2.7] about:blank 1/12/2012 Page 6 of 9 Vby = 70e/ do )O.2 Vi doh til fc(ca1)1.5 [Eq. D-24] 1e = 3.50 in Vby = 27378.92 lb Vcbgy = 10457.23 lb [Eq. D-22] = 0.70 4)Vcbgy = 7320.06 lb (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbx = Avcx/AvcoxtPed,VPc,V Vbx [Eq. D-21] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 288.00 in2 Avcox = 1152.00 in2 [Eq. D-23] `Ped,V = 1.0000 [Sec. D.6.2.1(c)] iPc,V = 1.0000 [Sec. D.6.2.7] Vbx = 70e/ do )0.214/ doh fc(ca1)1.5 [Eq. D-24] 1e = 3.50 in Vbx = 27378.92 lb Vcbx = 6844.73 lb [Eq. D-22] Vcby = 2 * V cbx [Sec. D.6.2.1(c)] Vcby = 13689.46 lb = 0.70 Vcby = 9582.62 lb (for a single anchor) Check anchors at cy1 edge Vcbgy = Avcy/AvcoyTec,V`Ped,VPc,V Vby [Eq. D-22] cal = 12.00 in Avcy = 344.00 in2 = 648.00 in2 [Eq. D-23] Avcoy Tec,V = 1.0000 [Eq. D-26] Ped,V = 1.0000 [Sec. D.6.2.1(c)] 'c,V = 1.0000 [Sec. D.6.2.7] Vby = 70e/ do )0.2 ,x; doX J f c(cal)1.5 [Eq. D-24] about:blank 1/12/2012 Page 7 of 9 I /6,67,' . 3/ 1e = 3.50 in Vby = 17783.13 lb Vcbgy = 9440.43 lb [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 18880.85 lb = 0.70 13216.60 lb (for the anchor group) CVcbgx = Check anchors at cx2 edge Vcbx = Avcx/Avcox`Yed,vTc,v Vbx [Eq. D-21] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 288.00 in2 Avcox = 1152.00 in2 [Eq. D-23] `Ped,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] kPc,V = 1.0000 [Sec. D.6.2.7] Vbx = 70e/do )O.2 \4; doh f'c(ca1)1.5 [Eq. D-24] 1e = 3.50 in Vbx = 27378.92 lb Vcbx = 6844.73 lb [Eq. D-22] Vcny = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 13689.46 lb = 0.70 4Vcby = 9582.62 lb (for a single anchor) Check anchors at cy2 edge Vcbgy = Avcy/AvcoyTec,VTed,V'c,V Vby [Eq. D-22] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcy = 440.00 in2 1152.00 in2 [Eq. D-23] Avcoy = Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1(c)] c,v = 1.0000 [Sec. D.6.2.7] Vby = 70e/ do )0.2 � do2NI fc(ca1)1.5 [Eq. D-24] about:blank 1/12/2012 Page 8 of 9 196,9 34Y 1e = 3.50 in Vby = 27378.92 lb Vcbgy = 10457.23 lb [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 20914.45 lb = 0.70 Vcbgx = 14640.12 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'Vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) ec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) ec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) ec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors) N cbg = (ANca/ANc)(�'ec,N'/1 ec,N)Ncbg Ncbg = 10161.56 lb (from Section (5) of calculations) ANc = 183.75 in2 (from Section (5) of calculations) ANca = 183.75 in2 (considering all anchors) `l'ec,N = 1.0000 (from Section(5) of calculations) Ncbg = 10161.56 lb (considering all anchors) Vcpg = 20323.12 lb = 0.70 [D.4.4] Vcpg = 14226.18 lb (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.0832 - Breakout : 0.3603 - Pullout : 0.3233 - Sideface Blowout : N/A Shear - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : 0.0000 about:blank 1/12/2012 Page 9 of 9 • q4-9i s/ - Breakout (case 3) : 0.0000 - Pryout : 0.0000 V.Max(0) <= 0.2 and T.Max(0.36) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter Carbon Steel Strong-Bolt 2 anchor(s) with 4.125 in. embedment about:blank 1/12/2012 JOB Y beto r •°r.5 . vE [ ell NO. 6 i CC/ / NISNKIAN DEAN SHEET NO. 3 L OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1022 SW Salmon Street, Suite 300, Portland, OR 97205 CALCULATED BY �,�+ V(...-4 DATE I—4 ) 7"... Tel:(503)274-1843 Fax: (503)273-5696 CHECKED BY (,� ['� DATE SCALE I 9 f `+ M CAstl 3 L Sir- �. -FtywooD ROOF ..�__ ._ Ly�,,,,�-rGE7e 7-4"-�- 12 s 4° --4 U l r n1 k it I K t 1 �� 1 Cj = _ 1 p,7 v '''''''...... ....w...VOLA.. ( la) —T— tool 4 0.P,0- -z--0)c 5erow..- I,1 kfr7 2z; 1.4114P . 48 V' p, S 2 x / 61;.</o611 ‘, 24 • P- . 41/4 ie-fro w 0,72. >0 /04'x l cx>c rru Pst y2. - i w�1c.�-s ■.4p.i //0-- 4.1e r 0 -,/A Pt{ tt A co,-^ 6.2-26-Aix = 5S ' 21 ICJ iu0 t 1 ®*/)8. 7" aft il PLI - tt r1 et.„0c,(l d.p - /Od e.' - 3" /14,421-2,(J4/ `J7', T CAP r o egx 44807 38Oti i i' 4 2 -- `o d cf.. C TY 7 0 i % X 7 7-0 -c 576 447' 5'E0 . e ? 7:15 51 550 ----. ?A° t:; 74.7 1-O eat ' 60 -A4 a ck-e no 1l74 Etc ) 1 N C6. ST 1 A srw . V5,91y --120.?75 • JOB "r4'1/4-"t.i .'Ll M S 14/9 44e 4i) NO. )!U-7 NISHKIAN DEAN 37 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 SHEET NO. / ` r 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY �^ 'L--a _DATE ! .* CCP -/ "° Tel:(503)274-1843 Fax: (503)273-5696 CHECKED BY 1 DATE CDC( ! SCALE i 9 c 7 C.?Ur " 4L. -- 1/v r c",>4 /F r 7 V,, iab' + I Oct 04-11S /0 S-11 LVL t 3/41 S VI e-4'-0 4 , ,a--4. e -3,/,‘ I jig Pt.ywau� e. Wu Ob -- 1c:>8 G 6 Li 2 �IOS)(2,t G c� 4S3� aillIllMIIIIII ii=10111111'' I` --. o L4 4•Z.Y 2„" r& rvt _. .. _ _.... __. I.-UL 3'/2X g G otJ 7 IJ LUI. 1314 5`/2 e 4 `, 114 x 2 4 5` x1 E 8)11 c) G. "/,3` 7/;,, ;.ovo TI ti r- 6.X A- I-� t� � T 1 l 1. 14 5-- � 1, )lax ZYt. }y, POkTi4 if 5041 ri4 WA4... .- • oKe I21" aG -314-4 Pt`swww i • �,VL Bt_uc.leat sJ 41 e.4'.-e� I,Vi.- 13/44J/t.— AM !fir i (6') 3 7.6 . 4 L......O Q c F 1 I' 6---A-57 w , L • www.hiltl.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier GLG Project. TWALITY MS UPGRAD Address Sub-Project I Pos. No: 1964 GYM EDGE CON Phone I Fax -I- Date: 1/11/2012 E-Mail: Specifier's comments: 1. Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ),1/2(4 1/4) A> Effective embedment depth: h„=3.220 in.,hnom=4.250 in. . , ,, ,.,.. _,,,.. ......1.1.00.. ----• . Material: Carbon Steel t 11011,111111'alb UM Milt isis eili4 llt Evaluation Service Report:: ESR 3027 i Issued I Valid: 12/1/2010 1 12/1/2012 Proof: design method ACI 318/AC 193 Stand-off installation: e,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I,x I,x t=3.000 x 20.000 x 0.250 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f:=3000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F): yes(D.3.3.6) Geometry[in,]&Loading[lb,in.-lb] z O paw '' �—"- ---- p 1,100 - - .. .� __ ,, _ .ate A ... tit Iii ,pia R \ x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor I c)2003-2009 Hilti AG,FL-9494 Schaan Hulk is a registered Trademark of Hilti AG,Schaan /qty 31 www hiitLus PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM EDGE CON Phone I Fax: -i- Date: 1/11/2012 E-Mail: 2.Load case/Resulting anchor forces Load case(governing): Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 -- 0 1100 0 1100 y max.concrete compressive strain[%o]: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[lb]:0 resulting compression force in(x/y)=(0/0)[lb]:0 x 3. Tension load Proof Load N„[lb] Capacity$N,(lb) Utilization [3„[%]=NW/mN„ Status Steel Strength' N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A • Concrete Breakout Strength** N/A N/A N/A N/A anchor having the highest loading **anchor group(anchors in tension) 4. Shear load Proof Load V„[lb] Capacity GV,[lb] Utilization pv[%]=V./0V. Status Steel Strength* 1100 1331 83 OK Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength** 1100 2260 49 OK Concrete edge failure in direction 1100 3435 32 OK x-" 'anchor having the highest loading **anchor group(relevant anchors) Steel Strength V,.[lb] 4> Cum... +V„[lb] V.[lb] 5547 0.600 0.400 1331 1100 input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor I c 1 2003-2109 Hilt AG.FL-9494 Schaan Hite is a registered Trademark of Hilti AG.Schaan www.hilti.us - PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM EDGE CON Phone I Fax: -I- Date: 1/11/2012 E-Mail: Pryout Strength A„r[ins] A„m[in'] c[in.] kp 93.31 93.31 9.000 2.000 e.,.„,[in.] W..,.„ eu.0[in.] W.u.„ W..„ kit.. ke 0.000 1.000 0.000 1.000 1.000 1.000 17.000 • N,[lb] 0 0..lu,.. 0_«We.. •V,,,[lb] V•.[lb] 5380 0.700 0.750 0.400 2260 1100 Concrete edge failure in direction x- I,[in.] d,[in.] c,[in.] A„.[in'] • A„a[ln2) 3.220 0.500 9.000 216.00 364.50 W«.V W.V a [in.] W...v W..v Why 1.000 2.000 0.000 1.000 1.000 1.299 V,[lb] 0 0..«,,,.. •V.,,[lb] V.[lb] 10624 0.700 0.750 0.400 3435 1100 5. Warnings •Condition A applies when supplementary reinforcement is used The do factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318,Part D.4.4(c). • Refer to the manufacturers product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions”that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(0,.,.„,,,,)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of(t.,„, „„ =1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor I c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hiik AG,Schaan I g.6 9' , IIES-iii www.hiltl.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM EDGE CON Phone I Fax: -I- Date: 1/11/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ), 1/2(4 1/4) Profile:no profile Installation torque:540.001 in.-lb Hole diameter in the fixture:d,=0.625 in. Hole diameter in the base material:0.500 in. Plate thickness(input):0.250 in. Hole depth in the base material:4.250 in. Recommended plate thickness:not calculated Minimum thickness of the base material:6.750 in. n y t 0 0 oo O 0 x 0 ' -. > 1 o 0 o 0 0 0 0 0 o 0 .500D5000 .500D500D Coordinates Anchor[in.] Anchor x y c_, c„ c,, c„ 1 0.000 0.000 9.000 - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan / 9 'i77 1:=Earol www.hilti us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM EDGE CON Phone I Fax: -I- Date: 1/11/2012 E-Mail: 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 agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us _ PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos. No.: 1964 GYM EDGE CON Phone I Fax: -I- Date: 1/11/2012 E-Mail: Specifier's comments: 1. Input data Anchor type and diameter: Kwik Bolt TZ-CS,1/2(3 1/4) Effective embedment depth: h„=3.250 in.,h,w,"=4.000 in. 0+e+Iwlit - Material: Carbon Steel .,>,.. . . Evaluation Service Report: ESR 1917 Issued I Valid: 5/1/2011 1 5/1/2013 Proof: design method ACI 318/AC 193 Stand-off installation: e,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I,x l,,x t=3.000 x 20.000 x 0.250 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,fc'=3000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F): yes(D.3.3.6) Geometry[in.]&Loading[Ib,in.-lb] Z 0 -------,--- 0 to.........04P` to i_r f , 4 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan I16Y /iv v www.hliti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM EDGE CON Phone I Fax: -I- Date: 1/11/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions[Ib] Tension force:(+Tension,-Compression) I Anchor Tension force Shear force Shear force x Shear force y 1 0 1100 0 1100 y max.concrete compressive strain[%o]: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[lb]:0 resulting compression force in(x/y)=(0/0)[Ib]:0 x 3.Tension load Proof Load N.[Ib] Capacity ON,[Ib] Utilization p„[%]=N„,/1N„ Status Steel Strength' N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A 'anchor having the highest loading **anchor group(anchors in tension) 4. Shear load Proof Load V_[lb] Capacity$V*[Ib] Utilization p,[%]=V,,,/oV„ Status Steel Strength* 1100 3572 31 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 1100 2291 48 OK Concrete edge failure in direction 1100 3441 32 OK x-** •anchor having the highest loading **anchor group(relevant anchors) Steel Strength V.[Ib] 0 0V„ [Ib] V.[lb] 5495 0.650 3572 1100 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hitt)is a registered Trademark of Hilti AG,Schaan l >6 d95,1 1:=30 www.hIltt.us _ PROFIS Anchor 2.2.4 Company: MSHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM EDGE CON Phone I Fax: -I- Date: 1/11/2012 E-Mail: Pryout Strength AN,[in2] A„m[in2] c[in.] km 95.06 95.06 9.000 2.000 em.v[in.] W.c,.„ e«2[in.] W.a.„ W...„ k,, 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N.[Ib] 0 4.... 0»..,d.. $V.,,[Ib] V_[Ib] 5455 0.700 0.750 0.400 2291 1100 Concrete edge failure in direction x- I,[in.] do[in.] c,[in.] A„<[in'] A„.[in2] 3.250 0.500 9.000 216.00 364.50 W.av Wdv e<.v[in.] W«.v W..v W„.v 1.000 2.000 0.000 1.000 1.000 1.299 V,[lb] Ssa larric 41....... 0/..[Ib] V.[lb] 10644 0.700 0.750 0.400 3441 1100 5. Warnings •Condition A applies when supplementary reinforcement is used.The D factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). •Refer to the manufacturer's product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions”that may be applied in lieu of D.3.3 for applications involving"non-structural components”as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(0ro,„„o,w)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of =1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt'AG,FL-9494 Schaan Hilli is a registered Trademark of Hilb AG.Schaan • ) • =Sal www.hutl.us _ PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM EDGE CON Phone I Fax: -I- Date: 1/11/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS, 1/2(3 1/4) Profile:no profile Installation torque:480.001 in.-lb Hole diameter in the fixture:d,=0.563 in. Hole diameter in the base material:0.500 in. Plate thickness(input):0.250 in. Hole depth in the base material:4.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:8.000 in. A y • 8 8 0 o 0 0 o 0 x 0 —� 1 0 0 0 0 0 0 0 0 0 0 • 1.50t>0500D 1.501135000 Coordinates Anchor[in.] Anchor x y c_, c„ c., c,r 1 0.000 0.000 9.000 - - - Input data and results must be checked for agreement with the existing conditions and for plausibility, PROFIS Anchor(c 12003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilt AG.Schaan E=11.11,1 www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1964 GYM EDGE CON Phone I Fax: -I- Date: 1/11/2012 E-Mail: 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 agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan JOB (+'' 4 � M NO. 11(.)1 NISNKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 SHEET NO. OF �+ 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY s DATE ( ' ! I Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE • LUL.I3/4 Sh-e 'f-t' Dv 3 �� DHwO n►4 14X 4' SDse �' o� S YS x / ///r 10(t LAN.. -7,34,,1,3- i2",k.. 1111401111 , F-A, rc N 1._V L Z" ' LV L /3/4 5!z d• (f•'--O oc_. ` oY T o M re-I.-cm/4e ' 'LL(4 T, ' LV/ ('Z) U4-20 -31' -pvtt L Li es Fi-A7 4--fb .s-DS/4-- -rc- .may cLco r N Dt.c 5-144&.T JOB NW"A 67 /"7 NO. U7 NISHKIAN DEAN SHEET NO OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 6.. /� f 4> 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY �' DATE / Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE '? r( ji4L. 100,± 454 f }4-D 1.trs 1"--6\t\-- " )\/10" N O L-C LPL 13/4>c S (() z %2"rz1M ►.•"" 4 51.49 r s- 1 .. LV L I 3/: 6- • JOB G.NA. , ,.*\ . 7 < . E '., NO NISHKIAN DEAN SHEET NO. 5 Q OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 s ' 0 1022 SW Salmon Street,Suite 300, Portland, OR 97205 CALCULATED BY ► ` DATE ' J Tel:(503)274-1843 Fax: (503)273-5696 CHECKED BY DATE Ly �(/D� SCALE I Cl0 r C4/" l _.. - Cam} i1.4i5 "r sez>32.4 a c,.± #2.1/1,h-rc44-1-to --......) 1 vc.... . )/z >4444 c,b A.) 7".i A) 3 14 twcNUV r1 f o d�� ! ,4.q,-�F3..d c,�r ry c. e) ?LT ivue 0 5 (612 e16 � /� -- , /I�I�IIN■Ilr�lll■■ 2 29-2_ Mr s' , -:: .1%,- 2 ' - 1 IiiiipalliMi -----T— Ar — 2 ii;' II v , , . & . A il(---) o 2-2,s,4 (2,14,� L-r?�- ( � 2 o}S S p a�E 1 • c.,UwFie, ,fA-Tjoz^v it if ( I Z- 1\112.3 N A-A LA G!MPSo ' L5 0 LV L 31/2- s'b2 t____---* L3 3).7/e`C4m r ,- Il y 2,%1, 51 M P�a1v so s cam- 8 " a c. t '4 y,^ lit, X 9 /4 1 c r .41A 5— . 2`, ' 04- I CX,, >e 4® X 2 f r` Il2'" `f Ti- a- ?-A, y= 0,22*,w)soxrs= (0 ,ZZ.ticshyau--Z"f 'h I(4 7-0 _ 3%z w • rL v'22� 34K- S 114*. 8 -- 230 Vq-, 550 VA-so, 01-7).5v • 3 s /6 7) _ 1.1 T33 753" / Ilk /:;/.3)(Z3° 4 SD IluN8 ' s tit sovhr 7 it '3112x11 5 ` JOB TA)M- 1 ! •'" F 5 NO. t 1 O 7 NISHKIAN DEAN SHEET NO 5/ OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 A 1022 SW Salmon Street, Suite 300, Portland, OR 97205 CALCULATED BY DATE -/ Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE • /� SCALE 1 Co 9' e.)41 r a' T)LAt rJ.E, " k Li nJ C, o Al n,).6 e-7i ON., i 0 r Z s. i Z'6 o c - 7, -r. 4, r1/d > 0.7a >c /,a5-x/OO' 'S1* 31 1-7..5-1 -.. aQo # ( LAP.D) 2 L Sx? S//4 X t-g 0&) t 7 4--t-4--e—?-4 177rif 54 >e y r irc., o , N4 Le ".1057 V eZp F. , j2s7 5M-1L 5/« 2, s'- I.t,a : g-e -f (F s/b ,, a,S /r! 7 22 2 ) #,,)c. /1/y`1 s2,F'i 7 z r e2y/ _rb z 2__--,F x 70,5i _ , U e// Ca fb , 2-E 3 '7, .90 ie.57 dlc-- ----- W 4-4-L `"}-6.? r i) -- /2 = G 5 p .„) 61.9/ tot.) 7 ..: 8- 0‘..)//7,< 'x , 5 yy ies/77 � � v O.t T , svyx12,5' 12.1 I2 .,1_" J ZJ x 6r qf (A-s ” .-.•--i-=r 2 ,/-` ,s- f1-11. ' _ _--- G0,1 )( 7K5; )r ,%-y ' ( I26- /Vt - 2 -' 5 + #4e/t w pG c '14 .Yi c /fcy 1 \ ! , 9 /9.5/ E 3 A 1 I f i 1:=1;13' , www.hilti.us _ _ PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY GYM UPGRA Address: Sub-Project I Pos. No.: PURLIN ANCHORAGE Phone I Fax -I- Date. 1/11/2012 E-Mail: Specifiers comments: 1. Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ),5/8(5) ;;. Effective embedment depth: h„=3.880 in.,him=5.000 in. ..,•■■ p... ----.----» Material: Carbon Steel ti 1111111 Millt MU UM 111111 Evaluation Service Report:: ESR 3027 Issued I Valid: 12/1/2010 1 12/1/2012 Proof: design method ACI 318/AC 193 Stand-off installation: e,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I,x I x t=3.000 x 20.000 x 0.250 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f,'=3000 psi,h=8.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F): yes(D.3.3.5) Geometry[in.]&Loading[lb,in.-lb] Z i t 0 co _---- .N. ,,,—10 \, X Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor I c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilt,AG,Schaan www.hilti.us _ - _PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY GYM UPGRA Address: Sub-Project I Pos.No.: PURLIN ANCHORAGE Phone I Fax: -l- Date: 1/11/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2266 0 0 0 y 2 2266 0 0 0 3 2266 0 0 0 Ten ion max.concrete compressive strain[%o]: 0.00 • max.concrete compressive stress[psi]:0 x resulting tension force in(x/y)=(0.000/0.000)[Ib]:6800 resulting compression force in(x/y)=(0/0)[Ib]:0 I 3.Tension load Proof Load N.[Ib] Capacity 4N„[Ib] Utilization pN[°/01=Ni4N,, Status Steel Strength' 2267 15736 14 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength" 6800 8238 83 OK 'anchor having the highest loading **anchor group(anchors in tension) Steel Strength N.[Ib] 0 0........ $N..[Ib] N.[Ib] 24210 0.650 1.000 15736 2267 Concrete Breakout Strength AN,[in2l A,,[in'] c[in.] c,,[in.] 321.73 135.49 12.000 5.810 e.,,4[in.] WR,, e,.5[in.] W.a.N WrN tl'co.N k,, 0.000 1.000 0.000 1.000 1.000 1.000 _ 17.000 N,[Ib] • I...... 0....,K.. $N,..[Ib] N,.[lb] 7116 0.850 0.750 1.000 8238 6800 Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan FI11L.T111 www.htltt.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY GYM UPGRA Address: Sub-Project I Pos.No.: PURLIN ANCHORAGE Phone I Fax: -I- Date: 1/11/2012 E-Mail: 4. Shear load Proof Load V••[Pb] Capacity+v.obi Utilization 13„[%]=V„/�V Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** N/A N/A N/A N/A Concrete edge failure in direction" N/A N/A N/A N/A •anchor having the highest loading **anchor group(relevant anchors) 5. Warnings •Condition A applies when supplementary reinforcement is used.The i factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per 0.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(Q,„,�,„w)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of c„,,,••,,,,=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 HMI AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt'AG,Schaan • www.hilti.us _PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY GYM UPGRA Address: Sub-Project I Pos.No.: PURLIN ANCHORAGE Phone I Fax: -I- Date: 1/11/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ),5/8(5) Profile:no profile Installation torque: 1020.002 in.-lb Hole diameter in the fixture:d,=0.750 in Hole diameter in the base material:0.625 in. Plate thickness(input):0.250 in. Hole depth in the base material:5.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:7.000 in. • y 3 0 0 0 0 0 x 0 ■ 0 0 ILl 1.5004•::s 1 =. Coordinates Anchor[in.] Anchor x y c c„ cM Ca 1 0.000 -8.000 12.000 - - - 2 0.000 0.000 12.000 - - - 3 0.000 8.000 12.000 - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan I .1 1111110.11161 www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier: GLG Project: TWALITY GYM UPGRA Address: Sub-Project 1 Pos.No.: PURLIN ANCHORAGE Phone I Fax: -I- Date: 1/11/2012 E-Mail: 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 agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hitt AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan www.hilti.us _ _ PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY GYM UPGRA Address. Sub-Project I Pos.No.. PURLIN ANCHORAGE Phone I Fax: -I- Date: 1/11/2012 E-Mail: Specifiers comments: 1. Input data Anchor type and diameter: Kwik Bolt TZ-CS,5/8(4) Effective embedment depth: h„=4.000 in.,h,�m=4.750 in °•-- -- --- t.,,,, �.�-., '�� ,_ Material. Carbon Steel . , Evaluation Service Report:: ESR 1917 Issued I Valid: 5/1/2011 1 5/1/2013 Proof: design method ACI 318/AC 193 Stand-off installation: e,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I,x I,x t=3.000 x 20.000 x 0.250 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f,'=3000 psi;h=8.000 in. Reinforcement: tension:condition B,shear condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F): yes(D.3.3.5) Geometry[in.]&Loading[Ib,in.-lb] Z Si t 0 p° 8 0 __y__.olio ' r�. - �` .�- \' N'''.��x ,�.�^"" . 7111 C44' i',.- \ x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hllti AG,FL-9494 Schaan HIM is a registered Trademark of Hilti AG,Schaan 7 L.NALI www.hild.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY GYM UPGRA Address: Sub-Project I Pos.No.: PURLIN ANCHORAGE Phone I Fax: -[- Date: 1/11/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y • 1 2266 0 0 0 ^y 2 2266 0 0 0 3 2266 0 0 0 Tension max.concrete compressive strain[%a]: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[Ib]:6800 resulting compression force in(x/y)=(0/0)[lb]:0 9 3.Tension load Proof Load N..[Ib] Capacity 4N.[Ib] Utilization pa[%1=KAN. Status Steel Strength* 2267 - 12878 18 -- OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 6800 8473 80 OK anchor having the highest loading **anchor group(anchors in tension) Steel Strength Equations Nsa =ESR value refer to ICC-ES ESR 1917 Nsroei>_Nsa ACI 318-08 Eq.(D-1) Variables Ase,N[in.2] fma[Psi] 1 0.16 106000 Calculations Nsa[Ib] 17170 Results Nu[Ib] Saw •Naa[Ib] Nw[lb] 17170 0.750 12878 2267 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hittt.ua _ PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY GYM UPGRA Address: Sub-Project I Pos.No.: PURLIN ANCHORAGE Phone I Fax: -I- Date: 1/11/2012 E-Mail: Concrete Breakout Strength Equations Nog = ( )1yec,N y!ed,N wc,N Wcp,N Nb ACI 318-08 Eq.(D-5) $Ne.b9 t Nu. ACI 318-08 Eq.(D-1) Ark see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) AN =9 h;f ACI 318-08 Eq.(D-6) 1 Wee,N = +(--ie'rI.1 l 51.0 ACI 318-08 Eq.(D-9) 3 he Wed,N =0.7+0.3(f. 11)51.0 ACI 318-08 Eq.(D-11) wp,N =MAX( ,10°`)51.0 ACI 318-08 Eq.(D-13) Nb =kb k A hei ACI 318-08 Eq.(D-7) Variables her[in.] eo1,N[in.) ec2,N[in.) c.,mla[In] Wc.N cac[in.) kc x 4.000 0.000 0.000 12.000 1.000 6.750 17 1 fe[psi1 3000 Calculations ANc f n 21 ANco[1n Z] 9xecl,N Wec4,N _ Wed,N Ww.N _ Nb fib] 336.00 144.00 1.000 1.000 1.000 1.000 7449 Results Nog[lb] concrete +swmic +bombetae ,Nog[lb] NY8[lb] 17381 0.650 0.750 1.000 8473 6800 • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilli AG,FL-9494 Schaan Hulk is a registered Trademark of Hilti AG,Schaan www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY GYM UPGRA Address: Sub-Project I Pos. No.: PURLIN ANCHORAGE Phone I Fax: -I- Date: 1/11/2012 • E-Mail: 4. Shear load Proof Load V•,[lb] Capacity iV,,[lb] Utilization p,[%]=Vw/mV• Status Steel Strength' N/A N/A N/A N/A Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength** N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A *anchor having the highest loading "anchor group(relevant anchors) 5.Warnings •Condition A applies when supplementary reinforcement is used.The factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,0,E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. •It is the responsibility of the user when inputing values for brittle reduction factors(�•„� )different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of ,•,�,,,=1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilli AG.Schaan www.him.us _PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier: GLG Project: TWALITY GYM UPGRA Address: Sub-Project I Pos.No.: PURLIN ANCHORAGE Phone I Fax: -I- Date: 1/11/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS,5/8(4) Profile:no profile Installation torque:720.001 in.-lb Hole diameter in the fixture:d,=0.688 in. Hole diameter in the base material:0.625 in. Plate thickness(input):0.250 in. Hole depth in the base material:4.750 in Recommended plate thickness:not calculated Minimum thickness of the base material:8.000 in. y 411 0 0 0 0 0 x Ii 1.5002:i • Coordinates Anchor[in.] Anchor x y c., c„ c, c,, 1 0.000 -8.000 12.000 - - - 2 0.000 0.000 12.000 - - - 3 0.000 8.000 12.000 - - - Input data and results must be checked for agreement with the existing conditions and for plausibility, PROFIS Anchor(Cl 2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan y www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 6 Specifier: GLG Project: TWALITY GYM UPGRA Address. Sub-Project I Pos.No PURLIN ANCHORAGE Phone I Fax: -I- Date: 1/11/2012 E-Mail: 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 agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Nilti AG,FL-9494 Sct aan Hilti is a registered Trademark of Hilti AG,Schaan loB� M-°F'7 My", NO. t 10-7 NISHKIAN DEAN SHEET NO 103 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 425 SW Stark Street,Second Floor, Portland,OR 97204 CALCULATED BY DATE Tel:(503)274-1843 Fax: (503)273-5696 CHECKED BY Q 1 JDATE SCALE J G4 �i/�✓ e -4/Q \ 1! = D, 0.70-,4 IS h.J Uv I:ter x LrFc) 2-1- 12 ,0' " 'BOLT e 27 PLAT . 5'80 , 114-5# 12C►v 1109 � 3/q Al T uLr 5(;30 : (275)1 2. S/w .Psen.\-) 3 cS.'Z .44. 1 tltr(7 . O� w�- .■ t(4/© 4,v4-,00 -13 L ri,^/ - ;".J ( 61174S. ( -Ti's ors 70/1-7 PLA r 6 (4 '' t 6.0 r-t 7) M/t e.— I_ ,2Z),- /au Ps">./ 'x5n'= /£s� 12Z>, 11 1'1 ,215-4/f7 V , 2(o '2-'z .52 ° 1- Jc - lit xy"'Z zsss 116 7 3 EZIr!SIEJI www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos.No.: 1964 BAND N/S WALLS Phone I Fax: -I- Date: 1/27/2012 E-Mail: Specifier's comments: 1. Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ),3/4(4) Effective embedment depth: h, =2.920 in.,h,„,„=4.000 in. Material: Carbon Steel '11.1018111.111111111111111*INS lilt 011011111*11. Evaluation Service Report:: ESR 3027 Issued I Valid: 12/1/2010 112/1/2012 Proof: design method ACI 318/AC 193 Stand-off installation: e,=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I,x lY x t=3.000 x 3.000 x 0.500 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f:=3000 psi;h=420.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F): yes(D.3.3.5) Geometry[in.]&Loading[lb,in.-lb] Z Q CO i- o co S rug t X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG,Schaan MI:S;10 www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos. No.: 1964 BAND N/S WALLS Phone I Fax: -I- Date: 1/27/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 1500 1500 0 A y max.concrete compressive strain[%o]: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[Ib]:0 resulting compression force in(x/y)=(010)[Ib]:0 x 3. Tension load Proof Load N.[lb] Capacity+N.[Ib] Utilization aN I%)=NAN, Status Steel Strength' N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A *anchor having the highest loading **anchor group(anchors in tension) 4. Shear load Proof Load V.[lb] Capacity 0/,[Ib] Utilization (3„[%]=V./oVr, Status Steel Strength* 1500 6934 22 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength" 1500 4124 36 OK Concrete edge failure in direction 1500 1498 101 not recommended x+** 'anchor having the highest loading "anchor group(relevant anchors) Steel Strength V.[Ib] . 1.... 4V..[Ib] V.[Ib] 11556 0.600 1.000 6934 1500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan i,16: , www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY MS Address: Sub-Project 1 Pos.No.: 1964 BAND N/S WALLS Phone I Fax: -I- Date: 1/27/2012 E-Mail: Pryout Strength AN,[!n2] ANA[in2] c[in.] km 69.03 76.74 3.500 2.000 e,,.v[in.] W e<z.2[in.] Wu.N W.aM Wn,N k„ 0.000 1.000 0.000 1.000 0.940 1.000 17.000 Nn[Ib] ••«. , W.,r„nw 4,V,ao[lb] V.[lb] 4646 0.700 0.750 1.000 4124 1500 Concrete edge failure in direction x+ I,[in.] d,[in.] c,[in.] A„,[in2] A„,,[inl 2.920 0.750 3.500 55.12 55.12 W.a.v W„.v e..v[in.] wK.„ W..v Wn.v 1.000 1.000 0.000 1.000 1.000 1.000 V,[Ib] • 41••Nm1c O,..aww (V„.[lb] V.[lb] 2853 0.700 0.750 1.000 1498 1500 5.Warnings •Condition A applies when supplementary reinforcement is used.The factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). •Refer to the manufacturer's product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions”that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. •It is the responsibility of the user when inputing values for brittle reduction factors(� )different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of =1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening does not meet the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan EMTElarl • www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier GLG Project: TWALITY MS Address: Sub-Project I Pos.No.: 1964 BAND N/S WALLS Phone I Fax: -I- Date: 1/27/2012 E-Mail. 6. Installation data Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ),3/4(4) Profile:no profile Installation torque: 1380.002 in.-lb Hole diameter in the fixture:d,=0.875 in. Hole diameter in the base material:0.750 in. Plate thickness(input):0.500 in. Hole depth in the base material:4.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:6.000 in. A y O O I � � I � X 1 CZ °o 1.5000 1.5000 1.5000 1.5000 Coordinates Anchor[in.] Anchor x y c c„ cy c,y 1 0.000 0.000 4.500 3.500 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003.2009 Hilti AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Schaan II � e?' www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier GLG Project: TWALITY MS Address: Sub-Project I Pos.No.: 1964 BAND N/S WALLS Phone I Fax: -I- Date: 1/27/2012 E-Mail: 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 agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilk is a registered Trademark of Hilb AG,Schaan JOB i 7' P45 5 NO. f I o NISHKIAN DEAN SHEET NO. I OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 0 1022 SW Salmon Street, Suite 300, Portland, OR 97205 CALCULATED BY DATE Tel: (503)274-1843 Fax:(503)273-5696 CHECKED BY ` q �7�w_ co' � DATE SCALE 1 �! .7 ` ►' f•4 1# ' ( 1,..i' eytit-c r 1.. s4 ..0, `..) -'ire.- sj4.. 2‘„ , W -- .SD ) aI?OxI ,"'Z-5. 1 00 96tt ' 9/o *IF7 x 4' .3 0 • of 6/8" /--i1Lr1 g)4A IL- 3pd TZ 04N/7-k y sb /- 44K-5 ac Sal -"A? no 5--netc/h/4 5/8 1pa ky, kdvG04°, k-rr+ rf ' ,.>r) le/ h/ ... .%Pg14- ( i PIP (') Q%/40 2 1 CM" ' 41-------) I V M • 3G° 4) 41 Gya '_" 3 4‘'ci° &'-'4" ---4, ,i..- -.3.4pp y ate ; 30, Ci 182-(-3' 1 r6 7 3D,6 "": 73 Ks; 17. G Q//ow-c 2.tmss,• ,±1°____ ®k 4tL7rL AM r T . 01 s- ' ,a AEG C-K...- LUG- ) 3My 7 I/2 t)/ (3 114 X 392 S oS - 4 ,ca yo�. 1,4 Z 196c ` r U# O,� I‘ k 1 3 } N D 3 FII`TI www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1968 GYM WALL ANCH Phone I Fax: -I- Date: 1/19/2012 E-Mail: Specifier's comments: 1. Input data Anchor type and diameter: HIT-HY 150 MAX-SD+HAS,5/8 Ilari NIT Effective embedment depth: h =4.688 in.(h =6.500 in.) Material: 5.8 Evaluation Service Report:: ESR 3013 11-1111611r1 Issued I Valid: 4/1/2010 1 4/1/2012 Proof: design method ACI 318/AC308 Stand-off installation: e,=0.000 in.(no stand-off);t=0.200 in. Anchor plate: I,x I,x t=3.000 x 3.000 x 0.200 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f,'=3000 psi;h=8.000 in.,Temp.shorUlong:32/32°F 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 Seismic loads(cat.C,D,E,or F): yes(D.3.3.5) Geometry[in.]&Loading[Ib,in.-lb] 5 9 70' o 24" �...-� x Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hilt!AG.FL-9494 Schaan Hilli is a registered Trademark of Hilti AG,Schaan N1116.T1 www.hiltl.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1968 GYM WALL ANCH Phone I Fax: -I- Date: 1/19/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 3640 0 0 0 y max.concrete compressive strain[Tool: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[Ib]:3640 Te ion resulting compression force in(x/y)=(0/0)[Ib]:0 > x 3. Tension load Proof Load N.[N1] Capacity On[Ib] Utilization 0„[%]=NANr, Status Steel Strength' 3640 10650 34 OK Bond Strength** 3640 3684 99 OK Concrete Breakout Strength** 3640 4607 79 OK anchor having the highest loading **anchor group(anchors in tension) Steel Strength N..[Ib] 4 0..�uk,ll. 4N..[Ib] N.[Ib1 16385 0.650 1.000 10650 3640 Bond Strength A.[in'] Am.[ir►=1 Sux.[in.] c...[In.] c[in.] c„[in.] 197.75 197.75 14.063 7.031 12.000 8.996 k.:. T.,...:m[psi] x., t.>[psi] Tx....«[psi] Ws.xm Wax. 17 1850 1.00 821 1027 1.000 1.000 e',.x[In.] W«,.x. eo.x[in.] W..... W..x. Ww,w 0.000 - - 1.000 0.000 1.000 1.000 1.000 N.0[Ib] 4 4..x.« Conduct. a,,,,. 4 uN.[Ib] N.[Ib] 7557 0.650 0.750 1.000 1.000 3684 3640 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan , • 11`.TU www.hllti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1968 GYM WALL ANCH Phone I Fax: -I- Date: 1/19/2012 E-Mail: Concrete Breakout Strength A.[inl A,,,,[in2) c[in.] c_[in.] 197.75 197.75 12.000 8.996 8.,.[in.] W..r.■■ eet„[in.] W.2.. W•..11 W...a k„ 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N.[Ib] ili..... 4..... +Nm.[lb] N.[Ib] 9450 0.650 0.750 1.000 4607 3640 • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Huh AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us _ _ PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No 1968 GYM WALL ANCH Phone I Fax -I- Date: 1/19/2012 E-Mail: 4. Shear load Proof Load V„[lb] Capacity V,,[lb] Utilization p,[%]=V /�V Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** N/A N/A N/A N/A Concrete edge failure in direction" N/A N/A N/A N/A anchor having the highest loading **anchor group(relevant anchors) 5.Warnings •Condition A applies when supplementary reinforcement is used.The c factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions •The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC-ES Evaluation Service Report(e.g.section 4.1.1 of the ICC-ESR 2322)for details. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. •It is the responsibility of the user when inputing values for brittle reduction factors(4),,,,„ )different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of c,,a,K,w=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08, Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilb AG.FL-9494 Schaan Hilt,is a registered Trademark of Hilti AG,Schaan S f 5 www.hIltl.us _ PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1968 GYM WALL ANCH Phone I Fax: -I- Date: 1/19/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter:HIT-HY 150 MAX-SD+HAS,5/8 Profile:no profile Installation torque:720.001 in.-lb Hole diameter in the fixture:d,=0.688 in. Hole diameter in the base material:0.750 in. Plate thickness(input):0.200 in. Hole depth in the base material:4.688 in. Recommended plate thickness:not calculated Minimum thickness of the base material:6.188 in. ,r y o o o o 0 0 n u� x 1 0 0 0 0 0 0 off 1.5000 1.5000 1.5000 1.5000 - Coordinates Anchor[In.] Anchor x y c., c„ c., 1 0.000 0.000 12.000 24.000 24.000 24.000 Input data and results must be checked for agreement with the existing conditions and for plausibility, PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 6 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project'l Pos.No.: 1968 GYM WALL ANCH Phone I Fax: - - Date: 1/19/2012 E-Mail: 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 agreement with the existing conditions and for plausibility, PROFIS Anchor I Cl 2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Page 1 of 8 Anchor Calculations 1q623.- Anchor Selector (Version 4.7.0.0) Job Name : 1968 GYM WALL ANCHORS Date/Time : 1/19/2012 11:18:44 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-05 Calculation Type : Analysis a) Layout Anchor : 5/8" SET-XP Number of Anchors : 1 Steel Grade: F1554 GR. 36 Embedment Depth : 5 in Built-up Grout Pads : No x ex2 cy2 Muy 94 90 I V «x ev, ��x F 4 G bxi ax2 1 ANCHOR 'Neia IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. +INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions : cxi : 24in cx2 : 24 in cyl : 24 in cy2 : 12in bxi : 1.5 in bx2 : 1.5in bye : 1.5 in bye : 1.5 in about:blank 1/19/2012 Page 2 of 8 NOTE: Compressive strength will be limited to 2500 psi in calculations for concrete breakout strength in tension, adhesive strength in tension, and concrete pryout strength in shear. b) Base Material Concrete : Normal weight fc • 3000.0 psi Cracked Concrete : Yes tl'�V •: 1.00 Condition : B tension and shear ()Fp : 1657.5 psi Thickness, ha : 8.125 in Supplementary edge reinforcement : No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 °F short term and 75 °F long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 3840 lb Vuax : 0 lb Vuay • 0 lb Mux : 0 Ib*ft Muy : 0 Ib*ft ex : 0in ey : 0in Moderate/high seismic risk or intermediate/high design category : Yes Anchor w/ sustained tension : No Anchors only resist wind and/or seismic loads : No Apply entire shear load at front row for breakout : No d) Anchor Parameters From [ESR-2508] : Anchor Model = SETXP d° = 0.625 in Category = 1 hef= 5 in hmin = 8.125 in cac = 15 in cmin = 1.75 in smin = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor#1 N ual = 3840.00 lb Sum of Anchor Tension /Nua = 3840.00 lb ax = 0.00 in about:blank 1/19/2012 Page 3 of 8 a = 0.00 in / /Of e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V ual = 0.00 lb (V ualx = 0.00 lb , V ualy = 0.00 lb ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 lb e'ux = 0.00 in e'Vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3} Number of anchors acting in tension, n = 1 Nsa = 13110 lb (for a single anchor) [ESR-2508] = 0.75 [D.4.4] 4)Nsa = 9832.50 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc/ANcoPed,NYc,N`Pcp,NNb [Eq. D-4] Number of influencing edges = 0 hef = 5 in ANco = 225.00 in2 [Eq. D-6] ANc = 225.00 in2 Smallest edge distance, ca,min = 12.00 in `Yed,N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 = 1.0000 [Sec. D.5.2.6] cp,N = 1.0000 [Eq. D-12 or D-13] No = kcX\j f ' c hef1.5 = 9503.29 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncb = 9503.29 lb [Eq. D-4] = 0.65 [D.4.4] 4seis = 0.75 Ncb = 4632.85 lb (for a single anchor) about:blank 1/19/2012 Page 4 of 8 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] r ‘ /j/ zk,cr = 855 psi [ESR-2508] kcr = 17 [ESR-2508] hef (unadjusted) = 5 in Nao = tk,crn dohef = 8393.94 lb [Eq. D-16f] Tk,uncr = 2075.00 psi for use in [Eq. D-16d] scr,Na = min[20 do-, (ik,uncr/1450) , 3hef] = 14.953 in [Eq. D-16d] ccr,Na — scr,Na/2 = 7.477 in [Eq. D-16e] Na = ANa/ANaotjed,NaPp,NaNao [Eq. D-16a] ANao = 223.60 in2 [Eq. D-16c] ANa = 223.60 in2 Smallest edge distance, ca,min = 12.00 in `Ped,Na = 1.0000 [Eq. D-161] `1'p,Na = 1.0000 [Sec. D.5.3.14] Na = 8393.94 lb [Eq. D-16a] = 0.65 [ESR-2508] (i)seis = 0.75 ONa = 4092.05 lb (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cagy < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = 7865.00 lb (for a single anchor) Veq = Vsaay.seis [AC308 Eq. 11-27] ay.seis = 0.68 [ESR-2508] Veq = 5348.20 lb = 0.65 [D.4.4] Veq = 3476.33 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x-direction... about:blank 1/19/2012 Page 5 of 8 Vcbx = Avcx/AvcoxkPed,V4jc,V Vbx [Eq. D-21] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 292.50 in2 Avcox = 1152.00 in2 [Eq. D-23] `Ped,V = 0.8500 [Eq. D-27 or D-28] c,v = 1.0000 [Sec. D.6.2.7] Vbx = 70e/ do )0.2 J doA f c(ca1)1.5 [Eq. D-24] 1e = 5.00 in Vbx = 29403.34 lb Vcbx = 6345.84 lb [Eq. D-21] = 0.70 (l)seis = 0.75 4)Vcbx = 3331.56 lb (for a single anchor) In y-direction... Vcby - Avcy/Avcoy�ed,V4ic,V Vby [Eq. D-21] cal = 12.00 in Avcy = 292.50 in2 = 648.00 in2 [Eq. D-23] Avcoy `Ped,V = 1.0000 [Eq. D-27 or D-28] Pc,v = 1.0000 [Sec. D.6.2.7] Vby = 70e/ do )0.2 til d0X fc(ca1)1.5 [Eq. D-24] 1e = 5.00 in Vby = 19098.03 lb Vcby = 8620.64 lb [Eq. D-21] = 0.70 4)seis = 0.75 Vcby = 4525.83 lb (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cx1 edge Vcbx = Avcx/AvcoxTed,V`Pc,V Vbx [Eq. D-21] about:blank 1/19/2012 Page 6 of 8 cal = 16.00 in (adjusted for edges per D.6.2.4) } ' ' Avcx = 292.50 in2 Avcox = 1152.00 in2 [Eq. D-23] `'ed,V = 1.0000 [Sec. O.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 70e/ do )0.2�; do2A f'c(ca1)1•5 [Eq. D-24] 1e = 5.00 in Vbx = 29403.34 lb Vcbx = 7465.69 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 14931.38 lb = 0.70 (hseis = 0.75 (hVcby = 7838.98 lb (for a single anchor) Check anchors at cy1 edge Vcby = Avcy/Avcoy�ed,V�c,V Vby [Eq. D-21] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcy = 390.00 in2 Avcoy = 1152.00 in2 [Eq. D-23] `Ped,v = 1.0000 [Sec. D.6.2.1(c)] `Yc,V = 1.0000 [Sec. 0.6.2.7] Vby = 7(le/ do )°-2..\1 doX ?c(cal)15 [Eq. D-24] le = 5.00 in Vby = 29403.34 lb Vcby = 9954.26 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 19908.51 lb = 0.70 4seis = 0.75 4Vcbx = 10451.97 lb (for a single anchor) Check anchors at cx2 edge about:blank 1/19/2012 Page 7 of 8 Vcbx = Avcx/Avcox'Ped,vTc,V Vbx [Eq. D-21] l % lot Cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 292.50 in2 Avcox = 1152.00 in2 [Eq. D-23] � 'ed,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/ do )O.2 doh fc(ca1)1.5 [Eq. D-24] 1e = 5.00 in Vbx = 29403.34 lb Vcbx = 7465.69 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 14931.38 lb = 0.70 4seis = 0.75 Vcby = 7838.98 lb (for a single anchor) Check anchors at cy2 edge Vcby = Avcy/Avcoyl'ed,VTc,V Vby [Eq. D-21] Cal = 12.00 in Avcy = 292.50 in2 Avcoy = 648.00 in2 [Eq. D-23] `'ed,V = 1.0000 [Sec. D.6.2.1(c)] Tc,V = 1.0000 [Sec. D.6.2.7] Vby = 70e/ do )0.2 \i doh fc(ca1)1.5 [Eq. D-24] 1e = 5.00 in Vby = 19098.03 lb Vcby = 8620.64 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 17241.28 lb = 0.70 Oseis = 0.75 Vcbx = 9051.67 lb (for a single anchor) about:blank 1/19/2012 Page 8 of 8 j q 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = min[kcpNa'kcpNcb] [Eq. D-30a] kcp = 2 [Sec. D.6.3.2] Na = 8393.94 lb (from Section (6) of calculations) Ncb = 9503.29 lb (from Section (5) of calculations) Vcp = 16787.89 lb = 0.70 [D.4.4] Oseis = 0.75 4 Vcp = 8813.64 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.3905 - Breakout : 0.8289 - Adhesive : 0.9384 - Sideface Blowout : N/A Shear - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0000 - Pryout : 0.0000 V.Max(0) <= 0.2 and T.Max(0.94) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter F1554 GR. 36 SET-XP anchor(s) with 5 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be designed to be governed by tensile or shear steel strength of a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively it is permitted to take the design strength of the anchors as 0.4 times the design strength determined in accordance with Section D.3.3.3, or the attachment the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a force level corresponding to anchor forces no greater than the design strength of anchors specified in Section D.3.3.3. To include the 0.4 factor in the calculation, select the Apply strength reduction factor for brittle failure checkbox and re-calculate. Designer must exercise own judgement to determine if this design is suitable. about:blank 1/19/2012 www.hlitl.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos. No.: 1968 GYM WALL ANCH Phone I Fax -(- Date: 1/19/2012 E-Mail: Specifier's comments: 1. Input data Anchor type and diameter: Kwik Bolt TZ-CS,5/8(4) Effective embedment depth: h.,=4.000 in.,h„m=4,750 in. 0i0 M +' Material: Carbon Steel �,, Evaluation Service Report:: ESR 1917 Issued I Valid: 5/1/2011 5/1/2013 Proof: design method ACI 318/AC 193 Stand-off installation: e,=0.000 in.(no stand-off);t=0.200 in. Anchor plate: I,x ly x t=3.000 x 3.000 x 0.200 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f,'=3000 psi;h=8.000 in. Reinforcement tension:condition B,shear:condition 8;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F): yes(D.3.3.5) Geometry[in.]&Loading[Ib,in.-lb] UT z c ow� �� S 4a�a ►V II rN w L b J t} 4 f°r&L t* o Yf- u pd c. A-15LE < 511 3 r/2,k 0 o G. 14`r14 U C.. Z - o 6k...4:iv' 1° JS� 11) x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hil11 AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan \ 9 , allnij www.hiltl.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos. No 1968 GYM WALL ANCH Phone I Fax: -I- Date: 1/19/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions pb] Tension force:(+Tension,-Compression) 1 Anchor Tension force Shear force Shear force x Shear force y 1 3640 0 0 0 y max.concrete compressive strain[%o]: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[Ib]:3640 Te on resulting compression force in(x/y)=(0/0)[Ib]:0 X 3.Tension load - Proof Load N.[lb] Capacity 4N.[Ib] Utilization YM[%]=N./0N. Status Steel Strength' 3640 12878 28 OK Pullout Strength* N/A N/A WA N/A Concrete Breakout Strength** 3640 3631 101 not recommended *anchor having the highest loading **anchor group(anchors in tension) Steel Strength N.[Ib] 4 4N,.[Ib] N.[Ib] 17170 0.750 12878 3640 Concrete Breakout Strength A„,[in2] ANm[in2] c[in.] c.,[in.] 144.00 14 4.0 0 12.000 6.750 ee,.e[in.] lV.<,,, e4M[in.] W.rz.N W...,, W..,, kc, 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N,fib] 4 4...,.. 4.ed.. 4N..[Ib] N.[Ib] 7449 0.650 0.750 1.000 3631 3640 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan I■•III..TI www.hiltl.us _ _ PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos. No.: 1968 GYM WALL ANCH Phone I Fax: -I- Date: 1/19/2012 E-Mail: 4. Shear load Proof Load V.[lb] Capacity$V,[lb] Utilization p,1%]=V•,/oV• Status Steel Strength" N/A N/A N/A N/A Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength" N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A 'anchor having the highest loading "anchor group(relevant anchors) 5.Warnings •Condition A applies when supplementary reinforcement is used.The factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(0•••,,,,,)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of m = 1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening does not meet the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt'AG,FL-9494 Schaan Hilts is a registered Trademark of Hilti AG,Schaan N1`T1 www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1968 GYM WALL ANCH Phone I Fax: -I- Date: 1/19/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter: Kwik Bolt TZ-CS,5/8(4) Profile:no profile Installation torque:720.001 in.-lb Hole diameter in the fixture:d,=0.688 in. Hole diameter in the base material:0.625 in. Plate thickness(input):0.200 in. Hole depth in the base material:4.750 in. Recommended plate thickness:not calculated Minimum thickness of the base material:8.000 in. A y • X 1 0 0 0 0 0 n n 1.5000 1.5000 1.5000 1.5000 Coordinates Anchor[in.] Anchor x y c c, 1 0.000 0 000 12.000 24.000 24.000 24.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor i c)2003-2009 Hilti AG.FL-9494 Schaan Hilt,is a registered Trademark of Hiiti AG.Schaan / ( 207 www.hllti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1968 GYM WALL ANCH Phone I Fax: -I- Date: 1/19/2012 E-Mail: 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 agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilb AG,Schaan Page 1 of 8 f6P 11/ Anchor Calculations Anchor Selector (Version 4.5.1.0) Job Name : 1968 GYM WALL ANCHORS Date/Time : 1/19/2012 10:22:04 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-05 Calculation Type : Analysis a) Layout Anchor : 5/8" Strong-Bolt 2 Number of Anchors : 1 Steel Grade: Carbon Steel Embedment Depth : 5.125 in Built-up Grout Pads : No Cxi � mm._.. . . cx2 . -... Vuay Cy2 Muy ua Ry2 y% y V ax d L _._ • ��x1 �x2� 57 �) I Cyl 1 ANCHOR 'Nua RS POSITIVE FOP TENSION AND NEOAT(VE FOR COMPRESSION. + INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions : cx1 : 24 in cx2 : 24 in cy1 : 24 in cy2 • 12 in bx1 : 1.5 in bx2 : 1.5in by1 : 1.5 in bye • 1.5 in about:blank 1/19/2012 Page 2 of 8 )% / , b) Base Material Concrete : Normal weight f : 3000.0 psi Cracked Concrete : Yes c V •: 1.00 Condition : B tension and shear OFp : 1657.5 psi Thickness, ha : 8 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 3840 lb Vuax : 0 lb Vuay : 0 lb Mux : 0 lb*ft Muy • 0 lb*ft ex : 0in ey : 0in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters From [F-SAS-CSAS2009] : Anchor Model = STB2-62 do = 0.625 in Category = 1 hef = 4.5 in hmin = 7.875 in cac = 9 in cmin = 6.5 in smin = 5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor#1 Nua1 = 3840.00 lb Sum of Anchor Tension ENua = 3840.00 lb ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vuai = 0.00 lb (Vuaix = 0.00 lb , Vuaiy = 0.00 lb ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 lb about:blank 1/19/2012 Page 3 of 8 c 1� 7&-T(' e'uX = 0.00in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAse futa [Eq. D-3] Number of anchors acting in tension, n = 1 Nsa = 19070 lb (for a single anchor) [F-SAS-CSAS2009] = 0.75 [D.4.4] 4)Nsa = 14302.50 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc/ANco�ed,N�c,N�cp,NNb [Eq. D-4] Number of influencing edges = 0 hef = 4.5 in ANco = 182.25 in2 [Eq. D-6] ANc = 182.25 in2 Smallest edge distance, ca,min = 12.00 in `t'ed,N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 `t'c,N = 1.0000 [Sec. D.5.2.6] `t'cp,N = 1.0000 [Eq. D-12 or D-13] Nb = kca, f ' c hef1.5 = 8888.50 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncb = 8888.50 lb [Eq. D-4] = 0.65 [D.4.4] 4)seis = 0.75 Ncb = 4333.14 lb (for a single anchor) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Neq = 68951b (fc/2,500 psi)o.5 = 7553.09 lb = 0.65 4)seis = 0.75 4)Neq = 3682.13 lb (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to about:blank 1/19/2012 Page 4 of 8 ) 6t an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 9930.00 lb (for a single anchor) [F-SAS-CSAS2009] = 0.65 [D.4.4] Veq = 6454.50 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x-direction... Vcbx = Avcx/Avcoxgjed,Vgjc,V Vbx [Eq. D-21] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 288.00 in2 Avcox = 1152.00 in2 [Eq. D-23] 4'ed,V = 0.8500 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 70e/ do )0.2 �� do4,j VC(Cal)1.5 [Eq. D-24] le = 4.50 in Vbx = 28790.23 lb Vcbx = 6117.92 lb [Eq. D-21] ( = 0.70 4)seis = 0.75 4)Vcbx = 3211.91 lb (for a single anchor) In y-direction... Vcby = Avcy/AvcoytPed,VT- c,V Vby [Eq. D-21] cal = 12.00 in Avcy = 288.00 in2 = 648.00 in2 [Eq. D-23] Avcoy �ed,V = 1.0000 [Eq. D-27 or D-28] `Pc,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/ do )(3.2,\I doa,N fc(cal)1.5 [Eq. D-24] le = 4.50 in Vby = 18699.80 lb about:blank 1/19/2012 Page 5 of 8 Vcby = 8311.02 lb [Eq. D-21] 1 qa'0' ° '? = 0.70 4seis = 0.75 Vcby 4363.29 lb (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cx1 edge Vcbx = Avcx/AvcoxTed,VTc,V Vbx [Eq. D-21] Cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 288.00 in2 Avcox = 1152.00 in2 [Eq. D-23] l'ed,V = 1.0000 [Sec. D.6.2.1(c)) `f'c,v = 1.0000 [Sec. D.6.2.7] Vbx = 70e/ do )0.2 til d0X J pc(cal)1.5 [Eq. D-24] le = 4.50 in Vbx = 28790.23 lb Vcbx = 7197.56 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 14395.12 lb = 0.70 Oseis = 0.75 Vcby = 7557.44 lb (for a single anchor) Check anchors at cy1 edge Vcby = Avcy/Avcoyl'ed,v`'c,V Vby [Eq. D-21] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcy = 384.00 in2 Avcoy = 1152.00 in2 [Eq. D-23] `'ed,V = 1.0000 [Sec. D.6.2.1(c)] 'c,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/ do )0.2 doh' f c(ca1)1.5 [Eq. D-24] 1e = 4.50 in about:blank 1/19/2012 Page 6 of 8 Vby = 28790.23 lb 1 6,57 Vcby = 9596.74 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 19193.49 lb = 0.70 4seis = 0.75 itiVcbx = 10076.58 lb (for a single anchor) Check anchors at cx2 edge Vcbx = AvcxlAvcoxTed,vTc,v Vbx [Eq. D-21] Cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 288.00 in2 Avcox = 1152.00 in2 [Eq. D-23] Ted,v = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] `Pc,v = 1.0000 [Sec. D.6.2.7] Vbx = 70e/ do )0.2 doh j fc(ca1)1.5 [Eq. D-24] le = 4.50 in Vbx = 28790.23 lb Vcbx = 7197.56 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 14395.12 lb = 0.70 (I)seis = 0.75 Vcby = 7557.44 lb (for a single anchor) Check anchors at cy2 edge Vcby = Avcy/AvcoyTed,V`'c,v Vby [Eq. D-21] ca1 = 12.00 in Avcy = 288.00 in2 = 648.00 in2 [Eq. D-23] Avcoy `Ped,v = 1.0000 [Sec. D.6.2.1(c)] `1'c,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/ do )0.2 d0X fc(ca1)1.5 [Eq. D-24] about:blank 1/19/2012 Page 7 of 8 le = 4.50 in Vby = 18699.80 lb Vcby = 8311.02 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 16622.05 lb = 0.70 4seis = 0.75 OVcbx = 8726.57 lb (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = kcpNcb [Eq• D-29] kcp = 2 [Sec. D.6.3.1] Ncb = 8888.50 lb (from Section (5) of calculations) Vcp = 17776.99 lb = 0.70 [D.4.4] 4)seis = 0.75 Vcp = 9332.92 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.2685 - Breakout : 0.8862 - Pullout : 1.0429 - Sideface Blowout : N/A Shear - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0000 - Pryout : 0.0000 Interaction check: FAIL BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be designed to be governed by tensile or shear steel strength of a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively it is permitted to take the design strength of the anchors as 0.4 times the design strength determined in accordance with Section D.3.3.3, or the attachment the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a force level corresponding to anchor forces no greater than the design strength of anchors specified in Section D.3.3.3. To include the 0.4 factor in the calculation, select the Apply strength reduction factor for brittle failure checkbox and re-calculate. Designer must about:blank 1/19/2012 Page 8 of 8 exercise own judgement to determine if this design is suitable. 44 8j about:blank 1/19/2012 JOB t/ t 7 I"4 t N0.1 f a NISNKIAN DEAN SHEET NO. G. OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1�,,,, i - 1 1-J 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY '-d' " DATE ( 2 Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE Ilk) D v 7S L4' A--c4. A--4e GEC, )_7 w = 0, x 6,7O x /. 2r5' )( /Ga psoxx ,J 511-/le7 z- 7 '-2 23 foil 44.// 4 '1 4 e---P 4.574KJGe' ,/ x /G f- G✓ 51 otimaerAJ L T 72-d 73 '" is UU .?,14, LU L 13/4- it SD-5 14x- 31/1„ No pod 2I34 x 4'Of o f i'ij 1 `5/fir 77 5 _ -2, ) 6, c5 P775 _ w / fD i ; 104t - Page 1 of 8 s‘c Anchor Calculation s° �� ' ° Anchor Selector (Version 4.7.0.0) Job Name : 1968 IND ARTS ANCHORS Date/Time : 1/19/2012 11:26:30 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-05 Calculation Type : Analysis a) Layout Anchor : 5/8" SET-XP Number of Anchors : 1 Steel Grade: F1554 GR. 36 Embedment Depth : 5 in Built-up Grout Pads : No cx1 Gx2 ■,. ...-.-e quay c y2 MUy it,Nua Q 1b2 by1 _ Vuax a cp cps'ox1 bx2 ` .)IS G� /4 ‘ 1 ANCHOR 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. +INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions : cx1 : 24 in cx2 : 24 in cy1 : 24 in cy2 : 4in bx1 : 1.5 in bx2 • 1.5 in by1 : 1.5 in bye • 1.5 in about:blank 1/19/2012 Page 2 of 8 NOTE: Compressive strength will be limited to 2500 psi in calculations for concrete breakout strength in tension, adhesive strength in tension, and concrete pryout strength in shear. b) Base Material Concrete : Normal weight fc • 3000.0 psi Cracked Concrete : Yes q'°v •: 1.00 (1)F • 1657.5 Condition : B tension and shear P psi Thickness, ha : 8.125 in Supplementary edge reinforcement : No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 °F short term and 75 °F long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 2380 lb Vuax • 0 lb Vuay : 0 lb Mux : 0 lb*ft Muy : 0 lb*ft ex : 0in ey : 0in Moderate/high seismic risk or intermediate/high design category : Yes Anchor w/ sustained tension : No Anchors only resist wind and/or seismic loads : No Apply entire shear load at front row for breakout : No d) Anchor Parameters From [ESR-2508] : Anchor Model = SETXP d° = 0.625 in Category = 1 hef = 5 in hmin = 8.125 in cac = 15 in cmin = 1.75 in smin = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor#1 N ual = 2380.00 lb Sum of Anchor Tension Nua = 2380.00 lb ax = 0.00 in about:blank 1/19/2012 Page 3 of 8 a = 0.00 in e'Nx = 0.00in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V ual = 0.00 lb (V ualx = 0.00 lb , V ualy = 0.00 lb ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 lb e'vx = 0.00 in e'Vy = 0.00in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 1 Nsa = 13110 lb (for a single anchor) [ESR-2508] = 0.75 [D.4.4] Nsa = 9832.50 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc/ANcog'ed,N4'c,NtPcp,NNb [Eq. D-4] Number of influencing edges = 1 het = 5 in ANCO = 225.00 in2 [Eq. D-6] ANc = 172.50 in2 Smallest edge distance, ca,min = 4.00 in `1'ed,N = 0.8600 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 Pc,N = 1.0000 [Sec. D.5.2.6] `Pcp,N = 1.0000 [Eq. D-12 or D-13] Nb = kck f c heft.5 = 9503.29 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncb = 6265.84 lb [Eq. D-4] = 0.65 [D.4.4] 4seis = 0.75 4Ncb = 3054.59 lb (for a single anchor) about:blank 1/19/2012 Page 4 of 8 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] ft ( 55/ ik,cr = 855 psi [ESR-2508] kcr = 17 [ESR-2508] hef (unadjusted) = 5 in Nao = Tk,crn dohef = 8393.94 lb [Eq. D-16f] Tk,uncr = 2075.00 psi for use in [Eq. D-16d] Scr,Na = min[20 do-,' (ik,uncr/1450) , 3haf] = 14.953 in [Eq. D-16d] ccr,Na = Scr,Na/2 = 7.477 in [Eq. D-16e] Na = ANa/ANaoPed,NakPp,NaNao [Eq. D-16a] ANao = 223.60 in2 [Eq. D-16c] ANa = 171.61 in2 Smallest edge distance, ca,min = 4.00 in `Ped,Na = min[0.7+0.3ca,min/ccr,Na , 1.0] = 0.8605 [Eq. D-16m] `1'p,Na = 1.0000 [Sec. D.5.3.14] Na = 5543.65 lb [Eq. D-16a] = 0.65 [ESR-2508] 4seis = 0.75 ANa = 2702.53 lb (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = 7865.00 lb (for a single anchor) Veq = Vsaayseis [AC308 Eq. 11-27] ay.seis = 0.68 [ESR-2508] Veq = 5348.20 lb = 0.65 [D.4.4] 4) Veq = 3476.33 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x-direction... about:blank 1/19/2012 Page 5 of 8 [Eq. V = A x/A tl' `P [E q D-21] D-21 W0.6- ; 41 cbx vc vcox ed,V c,V Vbx Cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 227.50 in2 Avcox = 1152.00 in2 [Eq. D-23] lPed,V = 0.7500 [Eq. D-27 or D-28] wc,V = 1.0000 [Sec. D.6.2.7] Vbx = 70e/ do )(:).2,,41 dox,J fc(ca1)1.5 [Eq. D-24] 1e = 5.00 in Vbx = 29403.34 lb Vcbx = 4354.99 lb [Eq. D-21] = 0.70 (1)seis = 0.75 4Vcbx = 2286.37 lb (for a single anchor) In y-direction... Vcby = Avcy/AvcoyTed,VIPc,V Vby [Eq. D-21] cal = 4.00 in Avcy = 72.00 in2 Avcoy = 72.00 in2 [Eq. D-23] `Ped,V = 1.0000 [Eq. D-27 or D-28] `Pc,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/ do )(3.2N1 doX,V f c(ca1)1.5 [Eq. D-24] 1e = 5.00 in Vby = 3675.42 lb Vcby = 3675.42 lb [Eq. D-21] = 0.70 (1)seis = 0.75 Vcby = 1929.59 lb (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cx1 edge Vcbx = Avcx/AvcoxTed,VIPc,V Vbx [Eq. D-21] about:blank 1/19/2012 Page 6 of 8 ; (7cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 227.50 in2 Avcox = 1152.00 in2 [Eq. D-23] `Ped,V = 1.0000 [Sec. D.6.2.1(c)] = 1.0000 [Sec. D.6.2.7] VbX = 70e/ do )0.2 dok fc(ca1)1.5 [Eq. D-24] 1e = 5.00 in VbX = 29403.34 lb Vcbx = 5806.65 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 11613.30 lb = 0.70 4seis = 0.75 Vcby = 6096.98 lb (for a single anchor) Check anchors at cy1 edge Vcby = Avcy/AvcoyYed,V c,V Vby [Eq. D-21] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcy = 390.00 in2 Avcoy = 1152.00 in2 [Eq. D-23] 4'ed,V = 1.0000 [Sec. D.6.2.1(c)] `Pc,V = 1.0000 [Sec. D.6.2.7] Vby = 70e/ do )0.2 ti' dok of f c(ca1)1.5 [Eq. D-24] 1e = 5.00 in Vby = 29403.34 lb Vcby = 9954.26 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 19908.51 lb = 0.70 (I)seis = 0.75 OVcbx = 10451.97 lb (for a single anchor) Check anchors at cx2 edge about:blank 1/19/2012 Page 7 of 8 Vcbx A x [Eq. D-21] cbx vc /A vcox ed,V'' Vbx c,V bx q ] 19 Cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 227.50 in2 Avow( = 1152.00 in2 [Eq. D-23] `1'ed,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Tc,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(lel do )O.2,si do2.1 fc(ca1)1.5 [Eq. D-24] le = 5.00 in Vbx = 29403.34 lb Vcbx = 5806.65 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 11613.30 lb = 0.70 (I)seis = 0.75 Vcby = 6096.98 lb (for a single anchor) Check anchors at cy2 edge Vcby = Avcy/AvcoyTed,v Fc,v Vby [Eq. D-21] cal = 4.00 in Avcy = 72.00 in2 Avcoy = 72.00 in2 [Eq. D-23] `t'ed,V = 1.0000 [Sec. D.6.2.1(c)] `1'c,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/ do )O.2 dot j fc(ca1)1.5 [Eq. D-24] 1e = 5.00 in Vby = 3675.42 lb Vcby = 3675.42 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 7350.83 lb = 0.70 4seis = 0.75 Vcbx = 3859.19 lb (for a single anchor) about:bl ank 1/19/2012 Page 8 of 8 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = min[kcpNa'kcpNcb] [Eq. D-30a] kcp = 2 [Sec. D.6.3.2] Na = 5543.65 lb (from Section (6) of calculations) Ncb = 6265.84 lb (from Section (5) of calculations) Vcp = 11087.30 lb = 0.70 [D.4.4] gseis = 0.75 OVep = 5820.83 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.2421 - Breakout : 0.7792 - Adhesive : 0.8807 - Sideface Blowout : N/A Shear - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0000 - Pryout : 0.0000 V.Max(0) <= 0.2 and T.Max(0.88) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter F1554 GR. 36 SET-XP anchor(s) with 5 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be designed to be governed by tensile or shear steel strength of a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively it is permitted to take the design strength of the anchors as 0.4 times the design strength determined in accordance with Section D.3.3.3, or the attachment the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a force level corresponding to anchor forces no greater than the design strength of anchors specified in Section D.3.3.3. To include the 0.4 factor in the calculation, select the Apply strength reduction factor for brittle failure checkbox and re-calculate. Designer must exercise own judgement to determine if this design is suitable. about:blank 1/19/2012 fn,� EZZEZZI www.hiki.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 1 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1968 IND ARTS ANCHO Phone I Fax: -I- Date: 1/19/2012 E-Mail: Specifiers comments: 1. Input data Anchor type and diameter: HIT-HY 150 MAX-SD+HAS,5/8 Effective embedment depth: h =4.126 in.(h =6.500 in.) Material: 5.8 11.4111.11r1 t Evaluation Service Report:: ESR 3013 Issued I Valid: 4/1/2010 1 4/1/2012 Proof: design method ACI 318/AC308 Stand-off installation: e,=0.000 in.(no stand-off);t=0.200 in. Anchor plate: I,x Iy x t=3.000 x 3.000 x 0.200 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f°'=3000 psi;h=8.000 in.,Temp.short/long:32/32°F 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 Seismic loads(cat.C,D,E,or F): yes(D.3.3.5) Geometry[in.]&Loading[lb,in.-lb] /i."o,70 • N r f )- it 0 _„Air- cot r • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilli is a registered Trademark of Hilti AG.Schaan gEmmarait www.hlftl.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1968 IND ARTS ANCHO Phone I Fax: -I- Date: 1/19/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions pb] Tension force:(+Tension,-Compression) • Anchor Tension force Shear force Shear force x Shear force y 1 - — 2381 — 0 - 0 0 `y max.concrete compressive strain[%o]: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[lb]:2381 Ten ion resulting compression force in(x/y)=(0/0)[lb]:0 > 3. Tension load Proof Load NN[lb] Capacity 4)N„[lb] Utilization p„[%]=N„./(1)Nn Status Steel Strength' 2380 10650 22 OK Bond Strength** 2380 2386 100 OK Concrete Breakout Strength" 2380 2799 85 OK •anchor having the highest loading "anchor group(anchors in tension) Steel Strength Equations Nsa =ESR value refer to ICC-ES ESR 3013 Nstee Nua ACI 318-08 Eq.(D-1) Variables n Aae.N[in?] futa[psi) 1 0.23 72500 Calculations Nsa[lb] 16385 Results Nsa(lb] 4steet ittnonductile Nsa(lb] Nua[lb] 16385 0.650 1.000 10650 2380 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c 12003-2009 Huth AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan . EirIE2t- Eii" ' www_hliti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos. No: 1968 IND ARTS ANCHO Phone I Fax: -I- Date: 1/19/2012 E-Mail: Bond Strength Equations Na =(AAN.)gred.Na Wp.Na Nao ICC-ES AC308 Eq.(D-16a) 4,Na a Nua ACI 318-08 Eq.(D-1) AN. =see ICC-ES AC308,Part D.5.3.7 ANao =S,r,Na ICC-ES AC308 Eq.(D-16c) scr.Na =20d Tk,uncr 1450 5 3 he ICC-ES AC308 Eq.(D-16d) —s`r'Na Ccr,Na — 2 ICC-ES AC308 Eq.(D-16e) Wed.Na =0.7+0.3(Cs,min)5 1.0 ICC-ES AC308 Eq.(D-16m) Ccr,Na S 0.5 Wg,Na =tlrg,NaO+ [( -- • (1 -Wg,Nao)]�1.0 ICC-ES AC308 Eq.(D-16g) Scr.Na 1.5 = [(fin-1) ( Tk` ) ]a 1.0 ICC-ES AC308 Eq.(D-16h) Wg,N.0 / Tk,max,c Tk,max,c=It k.cd Jhet'fc ICC-ES AC308 Eq.(D-16i) 1 tlrec,Na = (1 + 2eN )5 1.0 ICC-ES AC308 Eq.(D-16j) Scr,Na WpN. =MAX(CaJmin Ccr,Na)5 1.0 ICC-ES AC308 Eq.(D-16p) Cac Cac NH =Tk.c'Kbond'IT•d 'het ICC-ES AC308 Eq.(D-16f) Variables Tk•c,una(PSI]_._ d„„l,er[in.] _ hef[in.] comet fn.] saw[in.] n tk,c[Psi] It. 1850 0.625 4.125 4.000 - 1 821 17 t (Psi] ec7.N[in.] ._. ers.N[in.] cab[in.] Kama 3000 0.000 0.000 6.545 1.00 Calculations scr,N.[In•1 c«.N.Cn•1 AN.[In 2] AN,g[In 2] Wed.Na tk,max[PM Wg,Nao Wg,Na 12.375 6.188 128.07 153.14 0.894 963 1.000 1.000 'Vecl,Na llrac2.Na .._ WP,Na Nao[lb] 1.000 1.000 1.000 6650 Results N+[Ib] - em $aewrae anmwueje aN.eels $aN.aer N.Pb] Nw[Ib] 4894 0.650 0.750 1.000 1.000 2386 2380 • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilt is a registered Trademark of Hilt AG,Schaan I ( 4-r/ www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1968 IND ARTS ANCHO Phone I Fax: -I- Date: 1/19/2012 E-Mail: Concrete Breakout Strength Equations '4Nc Ncb =(ANCO!yed,N Wc.N wcp,N ND ACI 318-08 Eq.(D-4) 4i NcD?Nue / ACI 318-08 Eq.(D-1) ANC see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANCO =9 her ACI 318-08 Eq.(D-6) 1 yrec,N = \1 +2 eN/ 5 1.0 ACI 318-08 Eq.(D-9) 3 het yed.N =0.7+0.3(Ca,min 1.5her)5 1.0 ACI 318-08 Eq.(D-11) ywN =MAX(Ca,min 1.5het1 5 1.0 ACI 318-08 Eq.(D-13) Cac . Cac Nb =kc. Nis ACI 318-08 Eq.(D-7) Variables het[in.] - — -. eC1.N[in.] ec2.N[in.] --- Ca.min[in.] — yc.N Cac[in.] ke R 4.125 0.000 0.000 4.000 1.000 6.545 17 1 fe[psi] 3000 Calculations ANc[in.2] ANco Itn.2] lflecl,N - yec2,N yed,N Vcp,N Nb[lb] 126.07 153.14 1.000 1.000 . 0.894 1.000 7801 Results r� n 1 —__. NcU[ib] 4conueta 4seisn c ItlondugN +Ncb fib] N.[ib] 5741 0.650 0.750 1.000 2799 2380 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hiiti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan www.hiiti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos. No.: 1968 IND ARTS ANCHO Phone I Fax: -I- Date: 1/19/2012 E-Mail: 4. Shear load Proof Load V.[lb] Capacity$V•[lb] Utilization (L„[%]=V•AV• Status Steel Strength* N/A N/A N/A N/A — Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A •anchor having the highest loading "anchor group(relevant anchors) 5. Warnings •Condition A applies when supplementary reinforcement is used.The m factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part 0.4.4(c). •Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and Installation instructions •The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications.Refer to the ICC-ES Evaluation Service Report(e.g.section 4.1.1 of the ICC-ESR 2322)for details. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(0.•,•,,,)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of 0•„,_,.= 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hllti is a registered Trademark of Hilti AG,Schaan CEMZZI www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 6 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1968 IND ARTS ANCHO Phone I Fax: -I- Date: 1/19/2012 E-Mail 6. Installation data Anchor plate,steel:- Anchor type and diameter:HIT-HY 150 MAX-SD+HAS,5/8 Profile:no profile Installation torque:720.001 in.-lb Hole diameter in the fixture:d,=0.688 in. Hole diameter in the base material:0.750 in. Plate thickness(input):0.200 in. Hole depth in the base material:4.126 in. Recommended plate thickness:not calculated Minimum thickness of the base material:5.626 in. A y 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • 1.5000 1.5000 1.5000 1.5000 Coordinates Anchor[in.] Anchor x y c., c„ 1 0.000 0.000 4.000 24.000 24.000 24.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 21 • www.hild.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 7 Specifier: GLG Project: TWALITY MS UPGRAD Address: Sub-Project I Pos.No.: 1968 IND ARTS ANCHO Phone I Fax: -I- Date: 1/19/2012 E-Mail: 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 agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hiltl AG,Schaan JOB -rt-v-- c..- z/ A-1 F 5 No./L G NISHKIAN DEAN SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 �"7 � 1022 SW Salmon Street,Suite 300,Portland,OR 97205 CALCULATED BY DATE +/ /^L""' Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY n DATE SCALE C v C- —A►'S5 t2- 601,41 —u it)4 g "comic, 4.1/4- -c x V + 4, L Q X GJ,?0}G /, 2 '"" /uhf 1.16 >4- / -t 4. . . 7, 44 'x // 1-74/L 7/ SZ-°la <7y kit) 2L S n a c. v-p2ou I o — c a v,) rJ 0+4-rii-rt A 1 G. 4- Ai r7 of elE vc -- Nara- �+'7V S7'/N4 v./A-', *)4 / 5 /1/4/C-6,10 / a ci C /a de G /ea e 3/it 4 PLY --NO 9 5 IF 16de aY /OPP Kroir /or, e , -7 " .'Y/Sri PL4 w Na7&-3' /VA-! 4-/rv4 -pt y Li/aurJ Z"o 'PGA-76E- 73ce7' /?/1& 5f4 v'"1' ,f70'L-O q (4 , www.hilti.us PROFIS Anchor 2.2.4 Company NISHKIAN DEAN Page: 1 Specifier GLG Project: TWALITY MS Address Sub-Project I Pos.No.. 1968 TOP CR WALLS Phone I Fax -I- Date: 2/7/2012 E-Mail Specifier's comments: 1. Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ),5/8(3 1/4) • 4 Effective embedment depth: h„=2.390 in.,h,0m=3.250 in. 90..00. ■■• --- --» Material: Carbon Steel 1x141,t— INN 11111111 MS ION lilt" '&""`"1 ' Evaluation Service Report ESR 3027 '.4 Issued I Valid. 12/1/2010 112/1/2012 Proof design method ACI 318/AC 193 Stand-off installation e,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I x I x t=3.000 x 3.000 x 0.250 in.(Recommended plate thickness:not calculated) Profile no profile Base material, cracked concrete,3000,f,'=3000 psi;h=420.000 in. Reinforcement tension:condition B,shear condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C, D,E,or F): yes(D.3.3.5) Geometry[in.]&Loading[Ib,in.-lb] Z O ce 0 Y- -10- , X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor i c)2003-2009 Hilti AG,FL-9494 Schaan Hilt,is a registered Trademark of Hilt'AG,Schaan ) 0761 q7 www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos. No.: 1968 TOP CR WALLS Phone I Fax: -I- Date: 2/7/2012 E-Mail. 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 1120 -1120 0 y max.concrete compressive strain[%o]: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[lb]:0 resulting compression force in(x/y)=(0/0)[Ib]:0 ---)x 3. Tension load Proof Load N„[Ib] Capacity 01\1„[Ib] Utilization [3„[%]=N,,/0N,, Status Steel Strength' N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength" N/A N/A N/A N/A *anchor having the highest loading **anchor group(anchors in tension) 4. Shear load Proof Load V.[Ib] Capacity 4V„[Ib] Utilization )3 [%]=Vu/4tV„ Status Steel Strength* 1120 4040 28 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength" 1120 1772 63 OK Concrete edge failure in direction 1120 1363 82 OK anchor having the highest loading "anchor group(relevant anchors) Steel Strength V.[Ib] cj, 0 $V..[lb] V.[lb] 6733 0.600 1.000 4040 1120 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor I c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 417 - N11`7r1 www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos. No.: 1968 TOP CR WALLS Phone I Fax -[- Date: 2/7/2012 E-Mail: Pryout Strength A„,[in'] A,, [in=] c[in.] k„ 50.80 51.41 3.500 1.000 e,,5[in.] sy , e,Q,,,[in.] W.a.. Wwar W4.■ k. 0.000 1.000 0.000 1.000 0.993 1.000 17.000 N,[lb] + Cow. +..rte 4V.o(Ib] V.[lb] 3440 0.700 0.750 1.000 1772 1120 Concrete edge failure in direction x- I,[in.] d,[in.] c,[in.] A,,,[mg Aw,[in2] 2.390 0.625 3.500 55.12 55.12 it.. W..v e,.,„[in.] •..v WO( Wn.v 1.000 1.000 0.000 1.000 1.000 1.000 V,[lb] 0 4..e. .. $V,,,,[lb] V.[lb] 2595 0.700 0.750 1.000 1363 1120 5. Warnings •Condition A applies when supplementary reinforcement is used.The m factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(0,p„„,,,,)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of =1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan • www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: TWALITY MS Address: Sub-Project I Pos. No.: 1968 TOP CR WALLS Phone I Fax: -I- Date: 2/7/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter: KWIK HUS-EZ(KH-EZ),5/8(3 1/4) Profile:no profile Installation torque: 1020.002 in.-lb Hole diameter in the fixture:d,=0.750 in. Hole diameter in the base material:0.625 in. Plate thickness(input):0.250 in. Hole depth in the base material:3.250 in Recommended plate thickness:not calculated Minimum thickness of the base material:5.000 in A y 0 0' 0• 0: 0 0 X -- 1 0 0 0 0 0 0 in 0 1.5000 1.5000 1.5000 1.5000 • -- -4 --- Coordinates Anchor[in.] Anchor x y c. c• 1 0 000 0.000 3.500 4.000 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor I c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilb AG,Schaan mifII "—. .I www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier: GLG Project: TWALITY MS Address. Sub-Project I Pos.No.: 1968 TOP CR WALLS Phone I Fax - - Date: 2/7/2012 E-Mail: 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 agreement with the existing conditions and for plausibility! PROFIS Anchor(Cl 2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan JOB DtA)'i •-,7.71/ #1J NO. I k 0.7 NISHKIAN DEAN ' SHEET NO. r OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 / ,,� '"� 14> 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY ""Y �Lt DATE �" / Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE 1 .,f C.8 C[m oo/ r 1 c- +-c H '-- 5/erb aLr <----� l 4 ► tf ' � T 1 Lit �1� 1� Lf Iti► -- i� 134- 2, l ♦il l tk. 4 OF L-rnq 2 89s " w NI° :� L =. 27`� g -1.11-0 x I_ n . 2 1 A.r,IC'6-et- 5 _ _ p 8 f L Lk._ 4-- N 'Io =-.. ,,_ ....7.„.. __ ---1- T�■ �` viii_ �rwn ia.� .r 1 � -pow°, Di 4/1 1 7-mci Kr C II ll►J •tr Al Cy 1- 0 UL 5/r APic/401. JOB V y l ( / �J c NO 1,1 Q / , NISHKIAN DEAN SHEET NO. 5Z OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 .y r 1022 SW Salmon Street, Suite 300, Portland,OR 97205 CALCULATED BY DATE .�ci> Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE f / "" U l�L' 13 fret w 4-1-' J 1 1 7 4-2-0 ,44, iC. 1614 awls, 5Ga # 5� SGT ti.. Gli4in S4 54.0 \I 30 r ?2-till- ,? c rJ-a.K. L p -o o t s; - ` e54.0 AV E ' 5604---= J tik - )4,to . g1: 4z_41' -- /4-i ?o-kir-7 A.a LL e.TG)5 i Z 2-5)%2 .,2,44 7 66.4)1'1 6)C /461( 11■411i1T1 www.hilti.us _ PROFIS Anchor 2.2.4 Company NISHKIAN DEAN Page: 1 Specifier GLG Project: NISHKIAN DEAN Address Sub-Project I Pos.No.: 1968 CR WALLS PARA Phone I Fax: -I- Date: 2/8/2012 E-Mail. Specifier's comments: 1. Input data Anchor type and diameter: HIT-HY 150 MAX-SD+HAS,5/8 Effective embedment depth: h =3.126 in.(h,,,,,,,,=6.500 in.) Material: 5.8 1 Evaluation Service Report:: ESR 3013 Issued I Valid. 4/1/2010 1 4/1!2012 Proof design method ACI 318/AC308 Stand-off installation: e =0.000 in.(no stand-off);t=0.250 in. Anchor plate I,x I x t=3.000 x 3.000 x 0.250 in.(Recommended plate thickness:not calculated) Profile no profile Base material: cracked concrete,3000,f,'=3000 psi;h=8.000 in.,Temp.short/long:32/32°F 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 Seismic loads(cat.C,D, E,or F): yes(D.3.3.5) LI Geometry[in.]&Loading[lb,in.-lb] `� ' fi(6 / co 24, s, • co C7 PR • x input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor I Cl 2003-2009 Hilti AG,FL-9494 Schaan Hilk is a registered Trademark of Hilti AG,Schaan ,/c ".h c r -■ii www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 2 Specifier: GLG Project: NISHKIAN DEAN Address: Sub-Project I Pos.No 1968 CR WALLS PARA Phone I Fax: -I- Date: 2/8/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions Pb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1680 0 0 0 y max.concrete compressive strain[%°]: 0.00 max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(0.000/0.000)[lb]:1680 T resulting compression force in(x/y)=(0/0)Pb]:0 x L ___1 3. Tension load Proof Load N.[lb] Capacity 1N.[lb] Utilization ° [3„(/°]=N./QNn Status Steel Strength* 1680 10650 16 OK Bond Strength** 1680 2456 68 OK Concrete Breakout Strength" 1680 2508 67 OK •anchor having the highest loading **anchor group(anchors in tension) Steel Strength .- N„[lb] 0 0,.b... 1N..[lb] N.[lb] 16385 0.650 1.000 10650 1680 Bond Strength A„.[in') A„w[in2] se..[in.] ca..[In.] c[In.] c„[in.) h,[in.] 87.89 87.89 9.375 4.688 6.000 4.688 3.125 k<<, t..„. .:500[psi] K., ;um(psi) T,m...,[Psi] W4.o Ws. 17 1850 1.00 821 838 1.000 1.000 e,„[in.] W«,.x. e«„[in.] 14/.2.. W..„. Wet* 0.000 1.000 0.000 1.000 1.000 1.000 N.0[lb] 1 14...k 1..,r.. ae... 1 oh!.[lb] N.[lb] 5038 0.650 0.750 1.000 1.000 2456 1680 Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c 1 2003-2009 Hulk AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan t 6-(„.,,,/ Liz 1.1.51.jimul www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 3 Specifier: GLG Project: NISHKIAN DEAN Address: Sub-Project I Pos.No.: 1968 CR WALLS PARA Phone I Fax: -1- Date: 2/8/2012 E-Mail: Concrete Breakout Strength AN,[inr] AN.,[inl c[in.] c..[In.] h„[In.] 87.89 87.89 6.000 4.688 3.125 e,,,,[in.] W«,.M e,„[in.] Wr.N W.+.. W..M k„ 0.000 1.000 0.000 1.000 1.000 1.000 17.000 N5[lb] O COMM 0n..... ONd.[lb] NN[lb] 5144 0.650 0.750 1.000 2508 1680 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor I c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 4 Specifier: GLG Project: NISHKIAN DEAN Address: Sub-Project I Pos.No.: 1968 CR WALLS PARA Phone I Fax: -I- Date: 2/8/2012 E-Mail: 4. Shear load Proof Load V [Ib] Capacity 0V,,[lb) Utilization p„[%)=V /tpV� Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** N/A N/A N/A N/A Concrete edge failure in direction" N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 5. Warnings •Condition A applies when supplementary reinforcement is used.The ii factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to ACI 318,Part D.4.4(c). • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions •The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC-ES Evaluation Service Report(e.g.section 4.1.1 of the ICC-ESR 2322)for details. •Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant standard! •The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in AC1 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3-5,the minimum design strength of the anchors shall be multiplied by a reduction factor per 0.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors(4),„,„ )different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of @L•a„,.,u.= 1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c 1 2003-2009 Hitt AG.FL-9494 Schaan P119 is a registered Trademark of Hilti AG,Schaan 5 2f LuaJ www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 5 Specifier: GLG Project: NISHKIAN DEAN Address. Sub-Project I Pos. No 1968 CR WALLS PARA Phone I Fax: -I- Date: 2/8/2012 E-Mail: 6. Installation data Anchor plate,steel:- Anchor type and diameter:HIT-HY 150 MAX-SD+HAS,5/8 Profile:no profile Installation torque:720.001 in.-lb Hole diameter in the fixture:d,=0.688 in. Hole diameter in the base material:0.750 in. Plate thickness(input):0.250 in. Hole depth in the base material:3.126 in. Recommended plate thickness:not calculated Minimum thickness of the base material:4.626 in A y 8 0 0 0 0 0 n� u, I I 1 0 0 iq I- 1.5000 1.5000 1.5000 1 1.5000 Coordinates Anchor[in.] Anchor x y c., c„ 1 0 000 0.000 6.000 - 24.000 24.000 Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor I c 1 2003-2009 Hdti AG.FL-9494 Schaan Hilli is a registered Trademark of Hilti AG.Schaan voi • www.hilti.us PROFIS Anchor 2.2.4 Company: NISHKIAN DEAN Page: 6 Specifier: GLG Project NISHKIAN DEAN Address: Sub-Project I Pos. No.: 1968 CR WALLS PARA Phone I Fax: -I- Date: 2/8/2012 E-Mail: 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 agreement with the existing conditions and for plausibility' PROFIS Anchor I c i 2003-2009 Hilh AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan SICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-3013 Reissued April 1, 2011 This report is subject to renewal in two years. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE • Hilti HIT-HY 150 MAX-SD adhesive, packaged in foil Section: 03 16 00—Concrete Anchors packs. REPORT HOLDER: • Adhesive mixing and dispensing equipment. • Hole cleaning equipment. HILTI, INC. The Hilti HIT-HY 150 MAX-SD Adhesive Anchoring 5400 SOUTH 122ND EAST AVENUE System may be used with continuously threaded steel TULSA, OKLAHOMA 74146 rods, or deformed steel reinforcing bars. The primary (800)879-8000 components of the Hilti Adhesive Anchoring System are www.us.hilti.com shown in Figure 3 of this report. HiltiTechEnqOus.hilti.com Installation information and parameters, as included with EVALUATION SUBJECT: each adhesive unit package, are shown in Figure 5 of this report. HILTI HIT-HY 150 MAX-SD ADHESIVE ANCHORING 3.2 Materials: SYSTEM FOR CRACKED AND UNCRACKED CONCRETE 3.2.1 Hilti HIT-HY 150 MAX-SD Adhesive: Hilti HIT-HY 1.0 EVALUATION SCOPE 150 MAX-SD Adhesive is an injectable hybrid adhesive combining urethane methacrylate resin, hardener, cement Compliance with the following codes: and water. The resin and cement are kept separate from • 2009 International Building Code®(2009 IBC) the hardener and water by means of a dual-cylinder foil pack attached to a manifold. The two components combine • 2009 International Residential Code®(2009 IRC) and react when dispensed through a static mixing nozzle • 2006 International Building Code®(2006 IBC) attached to the manifold. Hilti HIT-HY 150 MAX-SD is available in 11.1-ounce (330 ml), 16.9-ounce (500 ml), and • 2006 International Residential Code(2006 IRC) 47.3-ounce (1400 ml) foil packs. The manifold attached to • 2003 International Building Code(2003 IBC) each foil pack is stamped with the adhesive expiration • 2003 International Residential Code(2003 IRC) date. The shelf life, as indicated by the expiration date, applies to unopened foil packs that are stored in • 2000 International Building Code®(2000 IBC) accordance with the Instructions for Use, as illustrated in • 2000 International Residential Code®(2000 IRC) Figure 5 of this report. Property evaluated: 3.2.2 Hole Cleaning Equipment: Hole cleaning equipment, comprised of steel wire brushes and air Structural nozzles, is described in Figure 5 of this report. 2.0 USES 3.2.3 Dispensers: Hilti HIT-HY 150 MAX-SD must be The Hilti HIT-HY 150 MAX-SD Adhesive Anchoring System dispensed with manual dispensers, pneumatic dispensers, is used to resist static, wind, or earthquake (Seismic or electric dispensers provided by Hilti. Design Categories A through F)tension and shear loads in 3.2.4 Anchor Elements: cracked or uncracked normal-weight concrete having a 3.2.4.1 Threaded Steel Rods: The threaded steel rods specified compressive strength, f'e, of 2,500 psi to 8,500 must be clean, continuously threaded rods (all-thread) in psi (17.2 MPa to 58.6 MPa). The anchor system is an diameters as described in Tables 2 and 3 of this report. alternative to anchors described in Sections 1911 and Steel design information for common grades of threaded 1912 of the 2009 and 2006 IBC and Sections 1912 and rod and associated nuts are provided in Tables 5 and 8 of 1913 of the 2003 and 2000 IBC. The anchor systems may this report, and instructions for use are shown in Figure 5. also be used where an engineered design is submitted in Carbon steel threaded rods must be furnished with a accordance with Section R301.1.3 of the 2009, 2006 and 0.0002-inch-thick (0.005 mm) zinc electroplated coating in 2003 IRC,or Section R301.1.2 of the 2000 IRC. accordance with ASTM B 633 SC 1; or must be hot-dipped 3.0 DESCRIPTION galvanized in accordance with ASTM A 153, Class C or D. Threaded rods must be straight and free of indentations or 3.1 General: other defects along their length. The ends may be stamped The Hilti HIT-HY 150 MAX-SD Adhesive Anchoring System with identifying marks and the embedded end may be blunt is comprised of the following components: cut or cut on the bias(chisel point). ICC-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed ®eD 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 m' Copyright©2011 Page 1 of 29 ESR-3013 I Most Widely Accepted and Trusted Page 2 of 29 3.2.4.2 Steel Reinforcing Bars: Steel reinforcing bars anchor or a group of anchors as determined from are deformed reinforcing bars. Table 11, Table 14 and consideration of: OV,,a, either OVcb or OVcbg, and either OV,i, Table 17, along with the instructions for use shown in or OVcP9. For adhesive anchors subjected to tension Figure 5 of this report, summarize reinforcing bar size resulting from sustained loading, refer to D.4.1.4 for ranges. Table 4 provides properties of common reinforcing additional requirements. bar types and grades. The embedded portions of reinforcing bars must be straight, and free of mill scale, Add ACI 318 Section D.4.1.4 as follows: rust, mud, oil, and other coatings that may impair the bond D.4.1.4—For adhesive anchors subjected to tension with the adhesive. Reinforcing bars must not be bent after resulting from sustained loading, a supplementary check installation, except as set forth in Section 7.3.2 of ACI 318 shall be performed using Eq. (D-1), whereby Nua is with the additional condition that the bars must be bent determined from the sustained load alone, e.g., the dead cold, and heating of reinforcing bars to facilitate field load and that portion of the live load acting that may be bending is not permitted. considered as sustained and tN„is determined as follows: 3.2.4.3 Ductility: In accordance with ACI 318 Appendix D.4.1.4.1—For single anchors, dV„ =0.750Nao D, in order for a steel element to be considered ductile, the tested elongation must be at least 14 percent and D.4.1.4.2—For anchor groups, Eq. (D-1) shall be reduction of area must be at least 30 percent. Steel satisfied by taking ON, = 0.750Nao for that anchor in an elements with a tested elongation of less than 14 percent anchor group that resists the highest tension load. or a reduction of area of less than 30 percent, or both, are D.4.1.4.3—Where shear loads act concurrently with the considered brittle. Values for various steel materials are sustained tension load, the interaction of tension and shear provided in Tables 2 through 4 of this report. Where values shall be analyzed in accordance with D.4.1.3. are nonconforming or unstated, the steel must be considered brittle. Modify ACI 318 D.4.2.2 in accordance with 2009 IBC 3.3 Concrete: section 1908.1.10 as follows: Normal-weight concrete must comply with Sections 1903 D.4.2.2 - The concrete breakout strength requirements and 1905 of the IBC. The specified compressive strength for anchors in tension shall be considered satisfied by the of the concrete must be from 2,500 psi to 8,500 psi (17.2 design procedure of D.5.2 provided Equation D-8 is not MPa to 58.6 MPa). used for anchor embedments exceeding 25 inches. The concrete breakout strength requirements for anchors in 4.0 DESIGN AND INSTALLATION shear with diameters not exceeding 2 inches shall be 4.1 Strength Design: considered satisfied by the design procedure of D.6.2. For anchors in shear with diameters exceeding 2 inches, shear 4.1.1 General: The design strength of anchors under the anchor reinforcement shall be provided in accordance with 2006 IBC and 2006 IRC must be determined in the procedures of D.6.2.9. accordance with ACI 318-05 Appendix D and this report. 4.1.2 Static Steel Strength in Tension: The nominal The design strength of anchors under the 2009, 2003, static steel strength of a single anchor in tension, Nsa, in and 2000 IBC as well as Section 301.1.2 of the 2000 IRC accordance with ACI 318 D.5.1.2 and strength reduction and Section 301.1.3 of the 2009 and 2003 IRC, must be factor, O, in accordance with ACI D.4.4 are given in the determined in accordance with ACI 318-08 Appendix D tables outlined in Table la for the corresponding anchor and this report. steel. A design example according to the 2006 IBC is given in 4.1.3 Static Concrete Breakout Strength in Tension: Figure 4 of this report. The nominal static concrete breakout strength of a single Design parameters are based on the 2009 IBC (ACI 318- anchor or group of anchors in tension, kb or Ncbg, must be 08) unless noted otherwise in Section 4.1.1 through 4.1.12 calculated in accordance with ACI 318 D.5.2 with the of this report. following addition: The strength design of anchors must comply with ACI D 5.2.10(2009 IBC) or D 5.2.9(2006 IBC)—The limiting 318 D.4.1, except as required in ACI 318 D.3.3. concrete strength of adhesive anchors in tension shall be calculated in accordance with D.5.2.1 to D.5.2.9 under the Design parameters are provided in Tables 5 through 2009 IBC or D.5.2.1 to D.5.2.8 under the 2006 iBC where Table 19. Strength reduction factors, 0, as given in ACI the value of kc to be used in Eq. (D-7)shall be: 318 D.4.4 must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC or Section k5,„ where analysis indicates cracking at service load 9.2 of ACI 318. Strength reduction factors, 0, as given in levels in the anchor vicinity(cracked concrete). The values ACI 318 D.4.5 must be used for load combinations of kc,c,are given in the Tables 6, 9, 12, 15, and 18 of this calculated in accordance with ACI 318 Appendix C. report. The following amendments to ACI 318 Appendix D must kc.uncr where analysis indicates no cracking at service be used as required for the strength design of adhesive load levels in the anchor vicinity(untracked concrete). The anchors. In conformance with ACI 318, all equations are values of kc,,,,,c,are given in the Tables 6, 9, 12, 15, and 18 expressed in inch-pound units. of this report. Modify ACI 318 Section D.4.1.2 as follows: The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated in accordance with ACI D.4.1.2—in Eq. (D-1) and (D-2), 0N„ and 0V„ are the D.5.2.2 using the values of hei, kc,c,, and kc,u„cr as described lowest design strengths determined from all appropriate in the tables of this report. The modification factor"k" shall failure modes. 0N„ is the lowest design strength in tension be taken as 1.0. Anchors shall not be installed in of an anchor or group of anchors as determined from lightweight concrete. The value of used for calculation consideration of ONsa, either 0N, or 0Na9 and either ONcb or must be limited to 8,000 psi (55 MPa) in accordance with ONcbg. OV„ is the lowest design strength in shear of an ACI 318 D.3.5. ESR-3013 I Most Widely Accepted and Trusted Page 3 of 29 4.1.4 Static Pullout Strength in Tension: In lieu of The value of f'c shall be limited to a maximum of 8,000 determining the nominal static pullout strength in psi(55 MPa)in accordance with ACi 318 D.3.5. accordance with ACI 318 D.5.3, nominal bond strength in D.5.3.11—The modification factor for eccentrically tension must be calculated in accordance with the loaded adhesive anchor groups is: following sections added to ACI 318: 1 0.5.3.7—The nominal bond strength of a single adhesive qi ec.Na= Ze'N 51.0 (D-16j) anchor, Na, or group of adhesive anchors, Nag, in tension �'Scr,Na shall not exceed (a) for a single anchor Eq. (D-16j)is valid for e ro s N-2 ANa If the loading on an anchor group is such that only Na ANa0 ted,Na Pp,Na Na0 (D-16a) certain anchors are in tension, only those anchors that are in tension shall be considered when determining the (b) fora group of anchors eccentricity e'N for use in Eq. (D-16j). ANa (D 16b) the case where loading exists about two Nag' tPg,Na Vec,Na Vp.Na'Nao, - Nao orthogonal axes, the modificatiofcto (pec Na shall be where: computed for each axis individually and the product of these factors used as wec,Na in Eq. (D-16b). ANa is the projected area of the failure surface for the • single anchor or group of anchors that shall be 0.5.3.12—The modification factor for the edge effects for approximated as the base of the rectilinear geometrical a single adhesive anchor or anchor groups loaded in figure that results from projecting the failure surface tension is: outward a distance, ccr,Na, from the centerline of the (D-161) anchor, or in the case of a group of anchors, from a line fed,Na= 1.0 when ca.m,n?ccr,Na through a row of adjacent anchors. ANa shall not exceed or nANao where n is the number of anchors in tension in the group. In AC! 318 Figures RD.5.2.1a and RD.5.2.16, the ( `a""")<1.0 when camm<Ccr.Na 9 p• 9 Wed,Na– 0.7+0.3• Na (D 16m) terms 1.5hef and 3.0hef shall be replaced with ccr,Na and Scr,Na respectively. 0.5.3.13—When an adhesive anchor or a group of ANao is the projected area of the failure surface of a adhesive anchors is located in a region of a concrete single anchor without the influence of proximate edges in member where analysis indicates no cracking at service accordance with Eq. (0-16c): load levels, the nominal strength, Na or Nag, of a single adhesive anchor or a group of adhesive anchors shall be ANao=(Scr,Na)` (D-16c) calculated according to Eq. (D-16a) and Eq. (D-16b) with with Tk,uncr substituted for Tk,cr in the calculation of the basic strength Nao in accordance with Eq. (D-161). The factor Scr,Na=as given by Eq. (D-16d). 1Ig,Na0 shall be calculated in accordance with Eq. (D-16h) 0.5.3.8—The critical spacing scr.Na and critical edge whereby the value of Tk,max,uncr shall be calculated in distance ccr,Na shall be calculated as follows: accordance with Eq. (D-16n) and substituted for Tk,max,cr in Eq. (D-16h). tk,uncr Scr,Na=20-d <_3hef (D-16d) k 1,450 _ cuncr ( ) rk,max,uncr— rrd heft c (D-16n) Ccr,Na=2 (D-16e) 0.5.3.14—When an adhesive anchor or a group of adhesive anchors is located in a region of a concrete 0.5.3.9—The basic strength of a single adhesive anchor member where analysis indicates no cracking at service in tension in cracked concrete shall not exceed.: load levels, the modification factor IPp,Na shall be taken as: NaO=rk,cr'rr d•hef (D-16f) 1Pp,Na= 1.0 when Ca.min?cac (0-16o) where: _ ccr,Nal m (�/ = when Ca. ,n<Cac (D-16p) p,Na cac rk,cr is the bond strength in cracked concrete where: 0.5.3.10—The modification factor for the influence of the failure surface of a group of adhesive anchors is: ca, shall be determined in accordance with Section Ir 0.5 4.1.10 of this report. wg•Na-IP g,Na0+I(Scs ) (1-1Pg•NaO)] (D-16g) For all other cases: yip,Na = 1.0 (e.g. when cracked L concrete is considered). where Additional information for the determination of nominal 1.5 bond strength in tension is given in Section 4.1.8 of this •( Tk,cr 1 >1.0 (0-16h) report. g.Na0=11-17-1(V77-1) Tk,max,cr/ 4.1.5 Static Steel Strength in Shear: The nominal static where steel strength of a single anchor in shear as governed by n = the number of tension-loaded adhesive the steel, Vsa, in accordance with ACI 318 D.6.1.2 and anchors in a group. strength reduction factor, 0, in accordance with ACI 318 D.4.4 are given in the tables outlined in Table la of this r k max.cr——k`"0,1- 7c (0-16i) report for the corresponding anchor steel. TT d ef' c ESR-3013 I Most Widely Accepted and Trusted Page 4 of 29 4.1.6 Static Concrete Breakout Strength in Shear: The design and installation. In determining minimum edge nominal static concrete breakout strength of a single distance, cm,n, the following section must be added to ACI anchor or group of anchors in shear, Vcb or Vcbg, must be 318: calculated in accordance with ACI 318 D.6.2 based on D.8.8—For adhesive anchors that will remain untorqued, information given in the tables outlined in Table la of this report for the corresponding anchor steel. The basic the minimum edge distance shall be based on minimum concrete breakout strength of a single anchor in shear, Vb, cover requirements for reinforcement in 7.7. For adhesive must be calculated in accordance with ACI 318 D.6.2.2 anchors that will be torqued, the minimum edge distance using the values of d given in the tables outlined in Table and spacing are given in Tables 6, 9, 12, 15, and 18 of this la for the corresponding anchor steel in lieu of da (IBC report. 2009) and do (IBC 2006). In addition, het must be For edge distances ca; and anchor spacing se, the substituted for re. In no case shall het exceed 8d.The value maximum torque T'max shall comply with the following of fc shall be limited to a maximum of 8,000 psi (55 MPa) requirements: in accordance with ACI 318 D.3.5. 4.1.7 Static Concrete Pryout Strength in Shear: In lieu REDUCED INSTALLATION TORQUE Tma.FOR EDGE DISTANCES ca,<(5 x d) of determining the nominal static pryout strength in EDGE DISTANCE, MINIMUM ANCHOR =>MAXIMUM accordance with ACI 318 D.6.3.1, the nominal pryout ca, SPACING,sa, TORQUE,Tmax strength in shear must be calculated in accordance with the following sections added to ACI 318: 1.75 in.(45 mm)<ca 5 x d s sa, 16 in. 0.3 x Tma, <5 x d sa,>16 in.(406mm) 0.5xTma, D.6.3.2—The nominal pryout strength of an adhesive anchor or group of adhesive anchors shall not exceed: 4.1.10 Critical Edge Distance, cac: For the calculation of (a) for a single adhesive anchor: kb, Ncbg, Na and Nag in accordance with ACI 318 Section D.5.2.7 and Section 4.1.4 of this report, the critical edge Vcp=min/k. Na;kc,. Ncb/ (D-30a) distance,cac, must be determined as follows: (b)for a group of adhesive anchors: i. cac= 1.5 het for h/ha1>_2 Vc,g=min/kg Nag;kcp' Ncbg/ (D-30b) ii. cac=2.5het for h/he1<_1.3 where For definitions of h and het, see Figure 1 of this report. kcp= 1.0 for het<2.5 inches(64 mm) For definitions of h and h81, see Figure 1 of this report. kcp=2.0 for he,_?2.5 inches(64 mm) Na shall be calculated in accordance with Eq. (D-16a) I Nag shall be calculated in accordance with Eq. (D-16b) No and Ncbg shall be determined in accordance with D.5.2. is (4.1.8 Bond Strength Determination: Bond strength 2 values are a function of the concrete compressive strength, >r whether the concrete is cracked or uncracked and the installation conditions (dry, water-saturated concrete). The resulting characteristic bond strength must be multiplied by the associated strength reduction factor qnn as follows: 0.5 PERMISSIBLE ASSOCIATED CONCRETE INSTALLATION BOND STRENGTH TYPE STRENGTH REDUCTION 0 • CONDITIONS FACTOR 1.1 13 1.4 1.6 1.6 2 1.2 2.4 hht� Dry rk.unc, U, Uncracked Water-saturated 1-8.um, as, Linear interpolation is permitted to determine the ratio Dry rk, cac/het for values of h/het between 2 and 1.3 as illustrated in Cracked the graph above. Water-saturated rk.c, (A,,, 4.1.11 Design Strength in Seismic Design Categories Figure 2 of this report presents a bond strength design C, D, E and F: In structures assigned to Seismic Design selection flowchart. Strength reduction factors for Category C, D, E or F under the IBC or IRC, the design determination of the bond strength are given in the tables must be performed according to ACI 318 Section D.3.3, outlined in Table la of this report. Adjustments to the bond and the anchor strength must be adjusted in accordance strength may also be taken for increased concrete with 2009 IBC Section 1908.1.9 or 2006 IBC Section compressive strength. These factors are given in the 1908.1.16. For brittle steel elements, the anchor strength corresponding tables as well. must be adjusted in accordance with ACI 318-05 D.3.3.5 or 4.1.9 Minimum Member Thickness, hmn, Anchor ACI 318-08 D.3.3.5 or D.3.3.6. The nominal steel shear spacing, Sm,,,, and Edge Distance, cm/n: In lieu of ACI 318 strength, Vsa, must be adjusted by av,se,s as given in the D.8.3, values of cm,n and s,,,,n described in this report must tables summarized in Table 1a for the corresponding be observed for anchor design and installation. In lieu of anchor steel. An adjustment of the nominal bond ACI 318 D.8.5, the minimum member thicknesses, hm,n, strength rk,c, by aN,se,s is not necessary since aN.se,s= 1.0 in described in this report must be observed for anchor all cases. ESR-3013 I Most Widely Accepted and Trusted Page 5 of 29 4.1.12 Interaction of Tensile and Shear Forces: For concrete type, concrete compressive strength, hole designs that include combined tension and shear, the dimensions, hole cleaning procedures, anchor spacing, interaction of tension and shear loads must be calculated edge distances, concrete thickness, anchor embedment, in accordance with ACI 318 D.7. and tightening torque. The special inspector must verify the 4.2 Allowable Stress Design: initial installations of each type and size of adhesive anchor by construction personnel on the site. Subsequent 4.2.1 General: For anchors designed using load installations of the same anchor type and size by the same combinations in accordance with IBC Section 1605.3 construction personnel are permitted to be performed in (Allowable Stress Design), allowable loads must be the absence of the special inspector. Any change in the established using Eq. (4-1)or Eq. (4-2): anchor product being installed or the personnel performing ON, the installation requires an initial inspection. For ongoing Tallowable,ASD—Q Eq. (4-1) installations over an extended period, the special inspector must make regular inspections to confirm correct handling and and installation of the product. —OVn Vallowable,ASD— Eq. (4-2) Continuous special inspection is required for all cases where: where anchors installed overhead (vertical up) are Tallowable,ASD=Allowable tension load (lbf or kN) designed to resist sustained tension loads. Vallowable,ASD=Allowable shear load (lbf or kN) Under the IBC, additional requirements as set forth in Sections 1705, 1706 or 1707 must be observed, where QINn = Lowest design strength of an anchor or anchor applicable. group in tension as determined in accordance with ACI 318 Appendix D with amendments in this report and 2009 IBC 5.0 CONDITIONS OF USE Sections 1908.1.9 and 1908.1.10 or 2006 IBC Section The Hitti HIT-HY 150 MAX-SD Adhesive Anchoring System 1908.1.16, as applicable. described in this report complies with, or is a suitable OVn = Lowest design strength of an anchor or anchor alternative to what is specified in, those codes listed in group in shear as determined in accordance with ACI 318 Section 1.0 of this report, subject to the following Appendix D with amendments in Section 3.3 of this criteria conditions: and 2009 IBC Sections 1908.1.9 and 1908.1.10 or 2006 5.1 The Hilti HIT-HY 150 MAX-SD Adhesive Anchoring IBC Section 1908.1.16, as applicable. System must be installed in accordance with the a= Conversion factor calculated as a weighted average manufacturer's published installation instructions, as of the load factors for the controlling load combination. In included in the adhesive packaging and described in addition, a must include all applicable factors to account Figure 5 of this report. for non-ductile failure modes and required over-strength. 5.2 The anchors must be installed in cracked or Limits on edge distance, anchor spacing and member uncracked normal-weight concrete having a specified thickness described in this report must apply. compressive strength =2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). Example calculations for derivation of T,,,IU„Vable.ASD are 5.3 The values of f' used for calculation purposes must provided in Table lb. not-exceed 8,000 psi(55 MPa). 4.2.2 Interaction of Tensile and Shear Forces: In lieu 5.4 Anchors must be installed in concrete base materials of ACI 318 D.7.1, D.7.2 and D.7.3, interaction must be in holes predrilled in accordance with the instructions calculated as follows: provided in Figure 5 of this report. For shear loads V<_0.2 • Vallow.ASD, the full allowable load 5.5 Loads applied to the anchors must be adjusted in in tension Tallow,ASD may be taken. accordance with Section 1605.2 of the IBC for For tension loads T<_ 0.2 • Tallow,ASD, the full allowable load strength design and in accordance with Section in shear Va„ow,ASD may be taken. 1605.3 of the IBC for allowable stress design. For all other cases: 5.6 Hilti HIT-HY 150 MAX-SD adhesive anchors are recognized for use to resist short- and long-term T + 55.1.2 Eq. (4-3) loads, including wind and earthquake, subject to the Tallowable,ASD Vallowable,ASD conditions of this report. 4.3 Installation: 5.7 In structures assigned to Seismic Design Category C, Installation parameters are illustrated in Figure 1 of this D, E or F under the IBC or IRC, anchor strength must report. Anchor locations must comply with this report and be adjusted in accordance with 2009 IBC Section the plans and specifications approved by the code official. 1908.1.9 or 2006 IBC Section 1908.1.16. Installation of the Hilti HIT-HY 150 MAX-SD Adhesive 5.8 Hilti HIT-HY 150 MAX-SD adhesive anchors are Anchor System must conform to the manufacturer's permitted to be installed in concrete that is cracked or published installation instructions included in each unit that may he expected to crack during the service life package, as provided in Figure 5 of this report. of the anchor, subject to the conditions of this report. 4.4 Special Inspection: 5.9 Strength design values must be established in Periodic special inspection must be performed where accordance with Section 4.1 of this report. required in accordance with Sections 1704.4 and 1704.15 of the 2009 IBC or Section 1704.13 of the 2006, 2003 and 5.10 Allowable stress design values must be established in 2000 IBC, whereby periodic special inspection is defined in accordance with Section 4.2 of this report. Section 1702.1 of the IBC and this report. The special 5.11 Minimum anchor spacing and edge distance as well inspector must be on the jobsite initially during anchor as minimum member thickness must comply with the installation to verify anchor type, anchor dimensions, values given in this report. ESR-3013 I Most Widely Accepted and Trusted Page 6 of 29 5.12 Prior to anchor installation, calculations and details 5.17 Steel anchoring materials in contact with preservative- demonstrating compliance with this report shall be treated and fire-retardant-treated wood must be of submitted to the code official. The calculations and zinc-coated carbon steel or stainless steel. The details must be prepared by a registered design minimum coating weights for zinc-coated steel must professional where required by the statutes of the comply with ASTM A 153. jurisdiction in which the project is to be constructed. 5.18 Periodic special inspection must be provided in 5.13 Anchors are not permitted to support fire-resistive accordance with Section 4.4 of this report. Continuous construction. Where not otherwise prohibited by the special inspection for overhead installations (vertical code, the Hilti HIT-HY 150 MAX-SD Adhesive up)that are designed to resist sustained tension loads Anchoring System is permitted for installation in fire- must be provided in accordance with Section 4.4 of resistive construction provided that at least one of the this report. following conditions is fulfilled: 5.19 Hilti HIT-HY 150 MAX-SD adhesive is manufactured • Anchors are used to resist wind or seismic forces by Hilti GmbH, Kaufering, Germany, with quality only. control inspections by Underwriters Laboratories Inc. • Anchors that support gravity load—bearing structural (AA 668). elements are within a fire-resistive envelope or a 6.0 EVIDENCE SUBMITTED fire-resistive membrane, are protected by approved Data in accordance with the ICC-ES Acceptance Criteria fire-resistive materials, or have been evaluated for for Post-installed Adhesive Anchors in Concrete (AC308), resistance to fire exposure in accordance with dated November 2009, including but not limited to tests recognized standards. under freeze/thaw conditions(Table 4.2,test series 6). • Anchors are used to support nonstructural 7.0 IDENTIFICATION elements. 7.1 The adhesives are identified by packaging labeled 5.14 Since an ICC-ES acceptance criteria for evaluating with the manufacturer's name (Hilti Corp.) and data to determine the performance of adhesive address, product name, a lot number, the expiration anchors subjected to fatigue or shock loading is date, the evaluation report number (ICC-ES ESR- unavaiiable at this time, the use of these anchors 3013), and the name of the inspection agency under such conditions is beyond the scope of this (Underwriters Laboratories Inc). report. 7.2 Threaded rods, nuts, washers, and deformed 5.15 Use of zinc-plated carbon steel threaded rods or steel reinforcing bars are standard elements and must reinforcing bars is limited to dry, interior locations. conform to applicable national or international 5.16 Use of hot-dipped galvanized carbon steel and specifications as set forth in Tables 2, 3 and 4 of this stainless steel rods is permitted for exterior exposure report. or damp environments. ESR-3013 I Most Widely Accepted and Trusted Page 7 of 29 c ALL-THREAD OR REBAR \\71111 _ d c h,, d _ - • rs. . THREADED ROD/ REINFORCING BAR FIGURE 1—INSTALLATION PARAMETERS TABLE 1a—DESIGN TABLE INDEX THREADED ROD DEFORMED REINFORCEMENT DESIGN STRENGTH' U.S. EU Canadian Fractional Metric (imperial) (metric) (metric) Steel N„, V1, Table 5 Table 8 Table 11 Table 14 Table 17 Concrete Ncb,Ncbq, Vcb, Vag, Vcp, Vcpq Table 6 Table 9 Table 12 Table 15 Table 18 Bond2 1%,N, Table 7 Table 10 Table 13 Table 16 Table 19 'Design strengths are as set forth in ACI 318 D 4.1.2. 2See Section 4 1 of this report for bond strength information Cracked/Uncracked Concrete Hammer Drilled Water Dry Saturated (D) (WS) cl3D 4)vvs (D) (WS) Ik,uncr or tk,cr FIGURE 2—FLOWCHART FOR ESTABLISHMENT OF DESIGN BOND STRENGTH ESR-3013 I Most Widely Accepted and Trusted Page 8 of 29 TABLE 1b-EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES NOMINAL ANCHOR EFFECTIVE EMBEDMENT DIAMETER DEPTH Pc k°,,,,°, a 00 N ALLOWABLE TENSION LOAD O■„/a d ha, (in.) (in.) (psi) (-) (-) (-) (Ib) (Ib) 3/8 23/8 2,500 24 1.48 0.65 4,392 1,928 1/2 23/4 2,500 24 1.48 0.65 5,472 2,403 5/9 3'/8 2,500 24 1.48 0.65 6,629 2,911 3/4 31/2 2,500 24 1.48 0.65 7,857 3,450' 7/8 31/3 2,500 27 1.48 0.65 8,839 3,882 1 4 2,500 27 1.48 0.65 10,800 4,743 For SI: 1 lb=4.45 kN, 1 psi=0.00689 MPa, 1 in. =25.4 mm,"C=[(°F)-321/1.8 Design Assumptions: 1. Single anchor with static tension load only;ASTM A 193 Grade B7 threaded rod,ductile. 2. Vertical downward installation direction. 3. Inspection Regimen=Periodic. 4. Installation temperature= 14-104°F. 5. Long term temperature=75°F. 6. Short term temperature= 104°F. 7. Dry hole condition-carbide drilled hole. 8. Embedment depth=h,,,,,,,,. 9. Concrete determined to remain uncracked for the life of the anchorage. 10. Load combination from ACI 318 Section 9.2(no seismic loading). 11. 30 percent Dead Load(D)and 70 percent Live Load(L);Controlling load combination 1.2 D+1.6 L. 12. Calculation of a based on weighted average:a= 1.2 D+ 1.6 L=1.2(0.30)+1.6(0.70)=1.48. 13. Normal weight concrete: f'=2,500 psi 14. Edge distance:ca,=c,,2>ca° 15. Member thickness:ha' Verify capacity Capacity ACI 318 Formula Calculation 0N, reference Steel D.5.1 Nsa=nAsa,Nf fa N„=0.3345• 125,000 0.75 31,360 lb Concrete D.5.2 kb=k,„„,r(f j°5 ha11 5 Nob=24 •(2,500)°5 3.51 5 0.65 5,107 lb Bond D.5.3** N°=n d ha, r*,°„°, N,=zr'3/4 • 3.5• 1,710 0.65 9,166 lb 5,1071b concrete breakout is decisive:hence the ASD value will be calculated as =3,450 lb 1.48 **Design equation provided in Section 4.1.4 as new section ACI 318 D.5.3.9,Eq.(D-16f). • ESR-3013 I Most Widely Accepted and Trusted Page 9 of 29 TABLE 2—TENSILE PROPERTIES OF COMMON CARBON STEEL THREADED ROD MATERIALS' MINIMUM MINIMUM SPECIFIED MINIMUM SPECIFIED MINMUM YIELD REDUCTION SPECIFICATION THREADED ROD SPECIFICATION ULTIMATE STRENGTH furA/frA ELONGATION, OF AREA, FOR NUTSb STRENGTH 0.2% PERCENT PERCENT furA OFFSET,frA I 1932 psi 125,000 105,000 ASTM A 193 Grade B7 1.19 16 50 ASTM A194 5 21/2 in (<_64 mm) (MPa) (860) (725) ASTM F 568M3 Class 5.8 MPa 500 400 DIN 934(8-A2K) M5(1/4 in.)to M24(1 in.) 1.25 10 35 (equivalent to ISO 898-1) (psi) (72,500) (58,000) ASTM A563 Grade MPa 500 400 ISO 898-14 Class 5.8 1.25 22 - DIN 934(Grade 6) (psi) (72,500) (58,000) MPa 800 640 ISO 898-14 Class 8.8 1.25 12 52 DIN 934(Grade 8) (psi) (116,000) (92,800) 'Hilti HIT-HY 150 MAX-SD adhesive may be used in conjunction with all grades of continuously threaded carbon steel rod(all-thread)that comply with the code reference standards and that have thread characteristics comparable with ANSI B1.1 UNC Coarse Thread Series or ANSI B1.13M M Profile Metric Thread Series.Values for threaded rod types and associated nuts supplied by Hilti are provided here. 2 Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service 3 Standard Specification for Carbon and Alloy Steel Externally Threaded Metric Fasteners °Mechanical properties of fasteners made of carbon steel and alloy steel–Part 1:Bolts, screws and studs 'Based on 2-in.(50 mm)gauge length except ASTM A 193,which are based on a gauge length of 4d and ISO 898 which is based on 5d. 'Nuts of other grades and styles having specified proof load stresses greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal to or greater than the minimum tensile strength of the specified threaded rod. 'Nuts for fractional rods. TABLE 3—TENSILE PROPERTIES OF COMMON STAINLESS STEEL THREADED ROD MATERIALS' MINIMUM MINIMUM SPECIFIED MINIMUM SPECIFIED MINIMUM YIELD REDUCTION SPECIFICATION THREADED ROD SPECIFICATION ULTIMATE STRENGTH furalfrA ELONGATION, OF AREA, FOR NUTS4 STRENGTH 0.2% PERCENT PERCENT furs OFFSET,frA ASTM F 5932 CW1 (316) psi 100,000 65,000 '/4 to 5/e in. 1.54 20 — F 594 (MPa) (690) (450) ASTM F 5932 CW2(316) psi 85,000 45,000 3/4 to 1'/2 in. 1.89 25 — F 594 (MPa) (585) (310) ISO 3506-1'A4-70 MPa 700 450 M8–M24 1.56 40 — ISO 4032 (psi) (101,500) (65,250) 'Hilti HIT-HY 150 MAX-SD may be used in conjunction with all grades of continuously threaded stainless steel rod(all-thread)that comply with the code reference standards and that have thread characteristics comparable with ANSI B1.1 UNC Coarse Thread Series or ANSI B1.13M M Profile Metric Thread Series.Values for threaded rod types and associated nuts supplied by Hilti are provided here. 2 Standard Steel Specification for Stainless Steel Bolts.Hex Cap Screws,and Studs 'Mechanical properties of corrosion-resistant stainless steel fasteners–Part 1:Bolts, screws and studs 4 Nuts of other grades and styles having specified proof load stresses greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal to or greater than the minimum tensile strength of the specified threaded rod. ESR-3013 I Most Widely Accepted and Trusted Page 10 of 29 TABLE 4—TENSILE PROPERTIES OF COMMON REINFORCING BARS REINFORCING BAR SPECIFICATION MINIMUM SPECIFIED MINIMUM SPECIFIED YIELD ULTIMATE STRENGTH,f„ STRENGTH,f} psi 90,000 60,000 ASTM A 615'Gr.60 (MPa) (620) (415) psi 60,000 40,000 ASTM A 615'Gr.40 (MPa) (415) (275) MPa 550 500 DIN 4882 BSt 500 (psi) (79,750) (72,500) MPa 540 400 CAN/CSA-G30.183 Gr.400 (psi) (78,300) (58,000) 'Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement 2 Reinforcing steel;reinforcing steel bars;dimensions and masses 3 Billet-Steel Bars for Concrete Reinforcement ESR-3013 I Most Widely Accepted and Trusted Page 11 of 29 TABLE 5-STEEL DESIGN INFORMATION FOR FRACTIONAL THREADED ROD' NOMINAL ROD DIAMETER(inches) DESIGN INFORMATION SYMBOL UNITS 318 1/2 SIB 3/4 718 1 in. 0.375 0.5 0.625 0.75 0.875 1 Rod O.D. d (mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) in.2 0.0775 0.1419 0.2260 0.3345 0.4617 0.6057 Rod effective cross-sectional area A,,, (mm2) (50) (92) (146) (216) (298) (391) lbf 5,620 10,290 16,385 24,250 33,470 43,910 N,,, Nominal strength as (kN) (25.0) (45.8) (72.9) (107.9) (148.9) (195.3) m governed by steel strength lbf 2,810 6,175 9,830 14,550 20,085 26,345 vs, cco (kN) (12.5) (27.5) (43.7) (64.7) (89.3) (117.2) rn- Reduction for seismic shear ay... - 0.7 co coStrength reduction factor 0 - for tension2 0 0.65 Strength reduction factor 0 - 0.60 0 for shear2 lbf 9,690 17,740 28,250 41,810 57,710 75,710 Ns„ Nominal strength as (kN) (43.1) (78.9) (125.7) (186.0) (256.7) (336.8) governed by steel strength lbf 4,845 10,640 16,950 25,090 34,630 45,425 t- m Vs; rn (kN) (21.5) (47.3) (75.4) (111.6) (154.0) (202.1) Q Reduction for seismic shear av,sa,,s - 0.7 1- co < Strength reduction factor 0 for tension' 0 - 0.75 Strength reduction factor for shear' 0 0.65 lbf 7,750 14,190 22,600 28,430 39,245 51,485 N.,,;, Nominal strength as (kN) (34.5) (63.1) (100.5) (126.5) (174.6) (229.0) governed by steel strength lbf 3,875 8,515 13,560 17,060 23,545 30,890 as in Vs., (kN) (17.2) (37.9) (60.3) (75.9) (104 7) (137.4) 0 rn '"' Reduction for seismic shear ay.,, - 0.7 in u_ Strength reduction factor 0 I 0.65 for tension2 a Strength reduction factor 0 0.60 for shear2 For SI: 1 inch=25.4 mm, 1 Ibf=4.448 N, 1 psi=0.006897 MPa. For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 lbf, 1 MPa=145.0 psi. 'Values provided for common rod material types based on published strengths and calculated in accordance with ACI 318 Eq.(D-3)and Eq. (D-20).Other material specifications are admissible,subject to the approval of the code official.Nuts and washers must be appropriate for the rod strength. 2 For use with the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 as set forth in ACI 318 D.4.4. If the load combinations of ACI 318 Appendix C are used,the appropriate value of0must be determined in accordance with ACI 318 D.4.5.Values correspond to a brittle steel element. 'For use with the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 as set forth in ACI 318 D.4.4. If the load combinations of ACI 318 Appendix C are used,the appropriate value of0must be determined in accordance with ACI 318 D.4.5.Values correspond to a ductile steel element. ESR-3013 I Most Widely Accepted and Trusted Page 12 of 29 , TABLE 6—CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL THREADED ROD' NOMINAL ROD DIAMETER(inches) DESIGN INFORMATION SYMBOL UNITS 3/8 1/2 5/8 3/8 7/8 1 Effectiveness factor for uncracked in-lb 24 24 24 24 27 27 concrete k` °"° (SI) (10) (10) (10) (10) (11.3) (11.3) Effectiveness factor for cracked in-lb 17 17 17 17 17 17 concrete k" (SI) (7) (7) (7) (7) (7) (7) in. 17/8 21/2 3'/8 33/4 43/8 5 Min.anchor spacing' s,,,, (mm) (48) (64) (79) (95) (111) (127) in. 1'/8 21/2 31/8 33/4 43/8 5 Min.edge distance' c,,,;,, (mm) (48) (64) (79) (95) (111) (127) in. h,,,+ 1'/4 Minimum member thickness h,,,,, h,,,+2d0131 (mm) (h,,,+30) Critical edge distance–splitting c,,c See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension,concrete failure modes, 0 - 0.65 Condition B2 Strength reduction factor for shear, concrete failure modes,Condition 0 - 0.70 B2 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897 MPa. For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 Ibf, 1 MPa=145.0 psi. 'For additional setting information,see installation instructions in Figure 5. 'Values provided for post-installed anchors with category as determined from ACI 355.2 given for Condition B.Condition B applies without supplementary reinforcement or where pullout(bond)or pryout govern,as set forth in ACI 318 D.4.4,while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 as set forth in ACI 318 D.4.4. If the load combinations of ACI 318 Appendix C are used,the appropriate value of 0 must be determined in accordance with ACI 318 D.4.5. ado=hole diameter. 'For installations with 13/4 inch edge distance,refer to Section 4.1.9 for spacing and maximum torque requirements ESR-3013 I Most Widely Accepted and Trusted Page 13 of 29 TABLE 7-BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED ROD' NOMINAL ROD DIAMETER(IN.) DESIGN INFORMATION SYMBOL UNITS - - 3t8 112 5/8 3/4 718 1 Characteristic bond psi 1,985 1,985 1,850 1,710 1,575 1,440 strength in uncracked r3,,,,, concrete (MPa) (13.7) (13.7) (12.7) (11.8) (10.9) (9.9) A Characteristic bond psi 696 763 821 881 889 896 strength in cracked rk,e, concrete' (MPa) (4.8) (5.3) (5.7) (6.1) (6.1) (6.2) Na, Characteristic bond psi 1,610 1,610 1,495 1,385 1,275 1,170 re strength in uncracked rk.,„,-, m concrete (MPa) (11.1) (11.1) (10.3) (9.6) (8.8) (8.1) m B §. Characteristic bond psi 561 615 662 711 717 723 a g. strength in cracked rk,cr concrete' (MPa) (3.9) (4.2) (4.6) (4.9) (4.9) (5.0) ~ Characteristic bond psi 930 930 865 805 740 675 strength in uncracked rk.uncr concrete (MPa) (6.4) (6.4) (6.0) (5.5) (5.1) (4.7) C Characteristic bond psi 321 352 379 407 410 414 strength in cracked rk,cr concrete' (MPa) (2.2) (2.4) (2.6) (2.8) (2.8) (2.9) in. 23/8 23/4 31/e 31/2 31/2 4 Minimum anchor embedment depth he,,„,,, (mm) (60) (70) (79) (89) (89) (102) in. 7'/2 10 12'/2 15 171!2 20 Maximum anchor embedment depth ho„,,. (mm) (191) (254) (318) (381) (445) (508) w c N 76 0 c Anchor Category - 1 ., .00 ie Dry concrete&Water- E @ 2 saturated concrete tj �&qv,s 0.65 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 Ibf, 1 MPa= 145.0 psi. 1 Bond strength values correspond to concrete compressive strength range 2.500 psi s f',<_4,500 psi. For 4,500 psi<P<<_6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi<P,s 8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 'Temperature range A: Maximum short term temperature= 104°F(40°C),maximum long term temperature=75°F(24°C). Temperature range B:Maximum short term temperature= 176°F(80°C),maximum long term temperature= 122°F(50°C). Temperature range C: Maximum short term temperature=248°F(120°C), maximum long term temperature= 162°F(72°C). Short term elevated concrete temperatures are those that occur over brief intervals,e.g.,as a result of diurnal cycling.Long term concrete temperatures are roughly constant over significant periods of time. 'For structures assigned to Seismic Design Categories C,D,E or F, bond strength values are multiplied by QN...,e,.s= 1.0=>no reduction. ESR-3013 I Most Widely Accepted and Trusted Page 14 of 29 , TABLE 8—STEEL DESIGN INFORMATION FOR METRIC THREADED ROD' DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER(mm) 10 12 16 20 24 Rod O.D. d mm 10 12 16 20 24 (in.) (0.39) (0.47) (0.63) (0.79) (0.94) mm' 58 84.3 157 245 353 Rod effective cross-sectional area Asa (in.') (0.090) (0.131) (0.243) (0.380) (0.547) kN 29.0 42.2 78.5 122.5 176.5 Nsa 00 Nominal strength as governed by (Ib) (6,520) (9,475) (17,650) (27,540) (39,680) N steel strength kN 14.5 25.3 47.1 73.5 105.9 U vsa (Ib) (3,260) (5,685) (10,590) (16,525) (23,810) - Reduction for seismic shear ay... - 0.7 co go) Strength reduction factor 0 for O tension 0 - 0.65 to - S• trength reduction factor Ofor shear 0.60 kN 46.4 67.4 125.6 196.0 282.4 W Nominal strength as governed by N.sa (lb) (10,430) 15,160 9 9 Y ) ( ) ( ) (28,235) (44,065) (63,485) m• steel strength kN 23.2 40.5 75.4 117.6 169.4 V,„U (Ib) (5,215) (9,100) (16,940) (26,440) (38,090) c - Reduction for seismic shear ay... - 0.7 To Strength reduction factor 0for O tension 0 0.65 co S• trength reduction factor Ofor shear` 0.60 kN 40.6 59.0 109.9 171.5 247.1 Al,„ v ) (24 Nominal strength as governed by (Ib) (9,130) (13,263) (38,555) , Q steel strength ,703) (38,555 (55550) kN 20.3 35.4 65.9 102.9 148.3 u) v-a w m (lb) (4,565) (7,960) (14,825) (23,135) (33,330) CJ Reduction for seismic shear a V - 0.7 ,SBIS F; S• trength reduction factor 0 for 0.65 0) tension' O(/) Strength reduction factor 0 for — shear - 0.60 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897 MPa. For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 lbf, 1 MPa=145.0 psi. 'Values provided for common rod material types based on published strengths and calculated in accordance with ACI 318 Eq.(0-3)and Eq. (D-20).Other material specifications are admissible,subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. 'For use with the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 as set forth in ACI 318 D.4.4.If the load combinations of ACI 318 Appendix C are used,the appropriate value of0 must be determined in accordance with ACI 318 D.4.5.Values correspond to a brittle steel element. 'A4-70 Stainless(M10-M24 diameters). • ESR-3013 I Most Widely Accepted and Trusted Page 15 of 29 TABLE 9—CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD' NOMINAL ROD DIAMETER(mm) DESIGN INFORMATION SYMBOL UNITS 10 12 16 20 24 Effectiveness factor for uncracked SI 10 10 10 10 11.3 concrete k °"" (in-lb) (24) (24) (24) (24) (27) SI 7 7 7 7 7 Effectiveness factor for cracked concrete k,,,, (in-lb) (17) (17) (17) (17) (17) mm 50 60 80 100 120 Min.anchor spacing s,,,,,, (in.) (2.0) (2.4) (3.2) (3.9) (4.7) Min.edge distance cC,, mm 50 60 80 100 c„,,„ 120 (in.) (2.0) (2.4) (3.2) (3.9) (4.7) mm ha,+30 Minimum member thickness h,,,,, hat+2d0 (in.) (hat+11/4) Critical edge distance splitting cac - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension, concrete failure modes,Condition B2 0 0.65 Strength reduction factor for shear, concrete failure modes,Condition B2 0 0.70 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897 Mpa For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 lbf, 1 MPa=145.0 psi. 1 For additional setting information,see installation instructions in Figure 5. 2 Values provided for post-installed anchors with category as determined from ACI 355.2 given for Condition B.Condition B applies without supplementary reinforcement or where pullout(bond)or pryout govern,as set forth in ACI 318 D.4.4,while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 as set forth in ACI 318 D.4.4. If the load combinations of ACI 318 Appendix C are used,the appropriate value of°must be determined in accordance with ACI 318 D.4.5. ado=drill bit diameter. 4For installations with 13/4 inch edge distance,refer to Section 4.1.9 for spacing and maximum torque requirements. ESR-3013 I Most Widely Accepted and Trusted Page 16 of 29 TABLE 10-BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED ROD' NOMINAL ROD DIAMETER(mm) DESIGN INFORMATION SYMBOL UNITS 10 12 16 20 24 Characteristic bond strength in MPa 13.7 13.7 12.7 11.8 10.9 uncracked concrete "°"" A (psi) (1,985) (1,985) (1,850) (1,710) (1,575) Characteristic bond strength in MPa 4.9 5.1 5.7 6.1 6.2 cracked concrete' rk" (psi) (705) (744 'a) ) (822) (884) (893) o) m Characteristic bond strength in MPa 11.1 11.1 10.3 9.6 8.8 fX uncracked concrete rk°°° (Psi) ( ) ( ) ( ) (1,390) (1,275) a si 1,610 1,610 1,500 B j Characteristic bond strength in MPa 3.9 4.1 4.6 4.9 5.0 cracked concrete' rk. (psi) (569) (600) (663) (712) (720) m ~ MPa 6.4 6.4 6.0 5.5 5.1 Characteristic bond strength in uncracked concrete IkJeC C (psi) (930) (930) (865) (805) (740) Characteristic bond strength in MPa 2.2 2.4 2.6 2.8 2.8 cracked concrete' r"`' (psi) (326) (343) (379) (408) (412) - mm 60 70 80 90 96 Minimum anchor embedment depth he,,,,e, (in.) (2.4) (2.8) (3.1) (3.5) (3.8) mm 200 240 320 400 480 Maximum anchor embedment depth he,,,,;,, (in.) (7.9) (9.4) (12.6) (15.7) (18.9) 4D o c Anchor 1 N m :° Dry concrete&Water- Category E T9. 7 saturated concrete d o �/, d c_.) Y'd &0,,s - 0.65 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897MPa. For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 lbf, 1 MPa=145.0 psi. 1 Bond strength values correspond to concrete compressive strength range 2,500 psi<_fc<_4,500 psi.For 4,500 psi<f,<_6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi<f'<_8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 2Temperature range A:Maximum short term temperature= 104°F(40°C),maximum long term temperature=75°F(24°C). Temperature range B:Maximum short term temperature= 176°F(80°C),maximum long term temperature= 122°F(50°C). Temperature range C: Maximum short term temperature=248°F(120°C),maximum long term temperature=162°F(72°C). Short term elevated concrete temperatures are those that occur over brief intervals,e.g,as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 'For structures assigned to Seismic Design Categories C, D,E or F,bond strength values are multiplied by aN,seis= 1.0=>no reduction. ESR-3013 I Most Widely Accepted and Trusted Page 17 of 29 TABLE 11-STEEL DESIGN INFORMATION FOR U.S.IMPERIAL REINFORCING BARS' BAR SIZE DESIGN INFORMATION SYMBOL UNITS No.3 No.4 No.5 No.6 No.7 No.8 n. /e 1/2 5/8 '/4 1/8 1 Nominal bar diameter d (mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) in.2 0.11 0.2 0.31 0.44 0.6 0.79 Bar effective cross-sectional area A10 (mm2) (71) (129) (200) (284) (387) (510) lb 6,600 12,000 18,600 26,400 36,000 47,400 ■sa o Nominal strength as governed (kN) (29.4) (53.4) (82.7) (117.4) (160.1) (210.9) by steel strength lb 3.960 7,200 11,160 15,840 21,600 28,440 O Vsa LC) (kN) (17.6) (32.0) (49.6) (70.5) (96.1) (126.5) CO Reduction for seismic shear ay,sa;s - 0.7 ✓ Strength reduction factor 0for 0 0.65 cn tension2 Strength reduction factor mfor 0.60 sheaf lb 9,900 18,000 27,900 39,600 54,000 71,100 N. o Nominal strength as governed (kN) (44.0) (80.1) (124.1) (176.2) (240.2) (316.3) co by steel strength lb 5,940 10,800 16,740 23,760 32,400 42,660 O Vsa u) (kN) (26.4) (48.0) (74.5) (105.7) (144.1) (189.8) m Reduction for seismic shear ay.se,s - 0.7 a ✓ Strength reduction factor 0 for Cn 0.65 tension Q Strength reduction factor 0 for shear' 0.60 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897MPa. For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 lbf, 1 MPa= 145.0 psi. 'Values provided for common rod material types based on published strengths and calculated in accordance with ACI 318 Eq.(D-3)and Eq. (D-20).Other material specifications are admissible,subject to the approval of the code official.Nuts and washers must be appropriate for the rod strength. `For use with the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 as set forth in ACI 318 D.4.4. If the load combinations of ACI 318 Appendix C are used,the appropriate value of0must be determined in accordance with ACI 318 D.4.5.Values correspond to a brittle steel element. ESR-3013 I Most Widely Accepted and Trusted Page 18 of 29 , TABLE 12—CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S.IMPERIAL REINFORCING BARS' BAR SIZE DESIGN INFORMATION SYMBOL UNITS — No. No. No. No. No. No.8 Effectiveness factor for uncracked in-lb 24 24 24 24 24 24 concrete k`um, (SI) (10) (10) (10) (10) (10) (10) Effectiveness factor for cracked in-lb 17 17 17 17 17 17 concrete k"' (SI) (7) (7) (7) (7) (7) (7) • in. 1'/e 2'/2 3'/e 33/4 43/8 5 Min.bar spacing' s,,,;n (mm) (48) (64) (79) (95) (111) (127) in 17/8 21/2 3'/8 33/4 43/8 5 Min. edge distance' cm,„ (mm) (48) (64) (79) (95) (111) (127) Minimum member thickness h,4 in. ha,+1'/4 ha +2d,13' (mm) (hat+30) Critical edge distance–splitting ca See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension,concrete failure modes, 0 - 0.65 Condition B2 • Strength reduction factor for shear, concrete failure modes,Condition 0 - 0.70 B2 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897MPa. For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 Ibf, 1 MPa= 145.0 psi. 'For additional setting information,see installation instructions in Figure 5. 2 Values provided for post-installed anchors with category as determined from ACI 355.2 given for Condition B. Condition B applies without supplementary reinforcement or where pullout(bond)or pryout govern,as set forth in ACI 318 D.4.4,while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 as set forth in ACI 318 D.4.4. If the load combinations of ACI 318 Appendix C are used,the appropriate value of0 must be determined in accordance with ACI 318 D.4.5. ado=drill bit diameter. 'For installations with 13/4 inch edge distance,refer to Section 4.1.9 for spacing and maximum torque requirements. ESR-3013 I Most Widely Accepted and Trusted Page 19 of 29 TABLE 13—BOND STRENGTH DESIGN INFORMATION FOR U.S. IMPERIAL REINFORCING BARS' BAR SIZE DESIGN INFORMATION SYMBOL UNITS No.3 No.4 No.5 No.6 No.7 No.8 Characteristic bond psi 1,290 strength in uncracked rkuncr concrete MPa (8.9) A Characteristic bond psi 696 763 821 881 889 896 strength in cracked rk.c, '81) concrete' MPa (4.8) (5.3) (5.7) (6.1) (6.1) (6.2) cc• Characteristic bond psi 1,045 co strength in uncracked rk,uncr S concrete MPa (7.2) • B Y2 Characteristic bond psi 561 615 662 711 717 723 a strength in cracked rk,c, E concrete' MPa (3.9) (4.2) (4.6) (4.9) (4.9) (5.0) a: — ~ Characteristic bond psi 605 strength in uncracked A.unci concrete MPa (4.2) C Characteristic bond psi 321 352 379 407 410 414 strength in cracked rk.cr concrete3 MPa (2.2) (2.4) (2.6) (2.8) (2.8) (2.9) in. 23/8 23/4 31/8 31/2 31/2 4 Minimum anchor embedment depth ho„,,, (mm) (60) (70) (79) (89) (89) (102) Maximum anchor embedment in 71/3 10 121/2 15 171/2 20 depth her,ms. (mm) (191) (254) (318) (381) (445) (508) • c c Anchor 1 N m F. Dry concrete&Water- Category E T.D. °c saturated concrete a`) co o- — U Od&Ow - 0.65 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897MPa For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 Ibf, 1 MPa=145.0 psi. 1 Bond strength values correspond to concrete compressive strength range 2,500 psi<_f,<_4,500 psi. For 4,500 psi<f'c.<_6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi<P<_8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 2Temperature range A: Maximum short term temperature= 104°F(40°C),maximum long term temperature=75°F(24°C) Temperature range B:Maximum short term temperature=176°F(80°C),maximum long term temperature=122°F(50°C). Temperature range C: Maximum short term temperature=248°F(120°C),maximum long term temperature=162°F(72°C). Short term elevated concrete temperatures are those that occur over brief intervals,e.g.,as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 3For structures assigned to Seismic Design Categories C, D,E or F, bond strength values are multiplied by aN,seis= 1.0=>no reduction. ESR-3013 I Most Widely Accepted and Trusted Page 20 of 29 TABLE 14-STEEL DESIGN INFORMATION FOR EU METRIC REINFORCING BARS' BAR SIZE DESIGN INFORMATION SYMBOL UNITS 10 12 14 16 20 25 mm 10.0 12.0 14.0 16.0 20.0 25.0 Nominal bar diameter d (in.) (0.394) (0.472) (0.551) (0.630) (0.787) (0.984) mm2 78.5 113.1 153.9 201.1 314.2 490.9 Bar effective cross-sectional area Asa (in.2) (0.122) (0.175) (0.239) (0.312) (0.487) (0.761) kN 43.2 62.2 84.7 110.6 172.8 270.0 °O Nominal strength as governed by Nsa (Ib) (9,710) (13,985) (19,035) (24,860) (38,845) (60,695) o steel strength kN 25.9 37.3 50.8 66.4 103.7 162.0 � Vsa (Ib) (5,830) (8,390) (11,420) (14,915) (23,310) (36,415) m Reduction for seismic shear aV,se,s - 0.7 co v Strength reduction factor 0 for - 0.65 z tension2 Stren th reduction factor 0for shear' C 0.60 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897MPa. For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 lbf, 1 MPa=145.0 psi. 'Values provided for common rod material types based on published strengths and calculated in accordance with ACI 318 Eq.(D-3)and Eq. (D-20).Other material specifications are admissible,subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. 2 For use with the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 as set forth in ACI 318 D.4.4. If the load combinations of ACI 318 Appendix C are used,the appropriate value of0 must be determined in accordance with ACI 318 D.4.5.Values correspond to a brittle steel element. TABLE 15-CONCRETE BREAKOUT DESIGN INFORMATION FOR EU METRIC REINFORCING BARS' BAR SIZE DESIGN INFORMATION SYMBOL UNITS 10 12 14 16 20 25 Effectiveness factor for uncracked SI 10 12.6 concrete k`'° (in-Ib) (24) (30) Effectiveness factor for cracked SI 7 concrete k`" (in-Ib) (17) mm 50 60 70 80 100 125 Min.bar spacing' sm,,, (in.) (2) (2.4) (2.8) (3.1) (3.9) (4.9) mm 50 60 70 80 100 125 Min. edge distance" am;,, (in.) (2) (2.4) (2.8) (3.1) (3.9) (4.9) mm he,+30 Minimum member thickness hm;, ha,+2do(3) (in.) (he,+11/4) Critical edge distance splitting car - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension, concrete failure modes,Condition B2 0 - 0.65 Strength reduction factor for shear, 0.70 concrete failure modes,Condition B2 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897MPa. For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 lbf, 1 MPa= 145.0 psi. 'For additional setting information,see installation instructions in Figure 5. 'Values provided for post-installed anchors with category as determined from ACI 355.2 given for Condition B.Condition B applies without supplementary reinforcement or where pullout(bond)or pryout govern,as set forth in ACI 318 D.4.4,while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 as set forth in ACI 318 D.4.4. If the load combinations of ACI 318 Appendix C or are used,the appropriate value of0 must be determined in accordance with ACI 318 D.4.5. 'do=drill bit diameter. "For installations with 13/4 inch edge distance,refer to Section 4.1.9 for spacing and maximum torque requirements. ESR-3013 I Most Widely Accepted and Trusted Page 21 of 29 TABLE 16-BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS' DESIGN INFORMATION SYMBOL UNITS BAR SIZE 10 12 14 16 20 25 Characteristic bond MPa 8.9 strength in uncracked concrete (psi) (1,290) A i Characteristic bond MPa 4.9 5.1 5.4 5.7 6.1 6.2 strength in cracked rk,, concrete' (psi) (705) (744) (783) (822) (884) (895) c Characteristic bond MPa 7.2 re strength in uncracked rk.,,,,,, a2 concrete (psi) (1,045) m B Characteristic bond MPa 3.9 4.1 4.4 4.6 4.9 5.0 a strength in cracked rk,, E concrete' (psi) (569) (600) (631) (663) (712) (722) a ~ Characteristic bond MPa 4.2 strength in uncracked rk,,,rr C concrete (psi) (605) Characteristic bond MPa 2.2 2.4 2.5 2.6 2.8 2.9 strength in cracked r.., concrete' (psi) (326) (343) (361) (379) (408) (413) mm 60 70 75 80 90 100 Minimum anchor embedment depth he,,,,,,' (in.) (2.4) (2.8) (3.0) (3.1) (3.5) (3.9) Maximum anchor embedment depth ha,,na, mm 200 240 280 320 400 500 (in.) (7.9) (9.4) (11.0) (12.6) (15.7) (19.7) - a o c Anchor 1 m 2 Dry concrete&Water- Category E @ a saturated concrete a c v rfid&rp„s - 0.65 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897MPa. For pound-inch units. 1 mm=0.03937 inches, 1 N=0.2248 lbf, 1 MPa= 145.0 psi. 1 Bond strength values correspond to concrete compressive strength range 2,500 psi<_Ye<_4,500 psi. For 4,500 psi<f' <_6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi<f'c<8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. `Temperature range A: Maximum short term temperature= 104°F(40°C),maximum long term temperature=75°F(24°C). Temperature range B:Maximum short term temperature= 176°F(80°C),maximum long term temperature= 122°F(50°C). Temperature range C: Maximum short term temperature=248°F(120°C),maximum long term temperature= 162°F(72°C). Short term elevated concrete temperatures are those that occur over brief intervals,e.g.,as a result of diurnal cycling.Long term concrete temperatures are roughly constant over significant periods of time. 'For structures assigned to Seismic Design Categories C,D, E or F. bond strength values are multiplied by aN.sois=1.0=>no reduction. ESR-3013 I Most Widely Accepted and Trusted Page 22 of 29 , TABLE 17-STEEL DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS' DESIGN INFORMATION SYMBOL UNITS BAR SIZE 10M 15M 20M 25M mm 11.3 16.0 19.5 25.2 Nominal bar diameter d (in.) (0.445) (0.630) (0.768) (0.992) mm2 100.3 201.1 298.6 498.8 Bar effective cross-sectional area A,s, (in.2) (0.155) (0.312) (0.463) (0.773) kN 54.2 108.6 161.3 269.3 Nsa g Nominal strength as (lb) (12,175) (24,410) (36,255) (60,550) ' governed by steel strength kN 32.5 65.1 96.8 161.6 vs, (lb) (7,305) (14,645) (21,755) (36,330) co o Reduction for seismic shear ay,. - 0.7 rn O Strength reduction factor 0< for tension2 0 0.65 U Strength reduction factor 0 for shear2 0 0.60 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897MPa. For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 Ibf, 1 MPa=145.0 psi. 'Values provided for common rod material types based on published strengths and calculated in accordance with ACI 318 Eq.(D-3)and Eq. (D-20).Other material specifications are admissible,subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. 2 For use with the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 as set forth in ACI 318 D.4.4. If the load combinations of ACI 318 Appendix C are used,the appropriate value of0 must be determined in accordance with ACI 318 D.4.5.Values correspond to a brittle steel element. TABLE 18-CONCRETE BREAKOUT DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS' DESIGN INFORMATION SYMBOL UNITS BAR SIZE 10 M I 15 M 20 M 25 M Effectiveness factor for uncracked , 10 10 10 11.3 concrete `"" " (in-lb) (24) (24) (24) (27) Effectiveness factor for cracked SI 7 7 7 7 concrete k`" (in-lb) (17) (17) (17) (17) Min. bar spacing' sr,„„ mm 57 80 98 126 (in.) (2.2) (3.1) (3.8) (5.0) mm 57 80 98 126 Min. edge distance' c,,,,,, (in.) (2.2) (3.1) (3.8) (5.0) Minimum member thickness h mm ha,+30 ho +2d013) (in.) (h01+11/4) Critical edge distance splitting ca, See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension,concrete failure modes, 0 - 0.65 Condition B2 Strength reduction factor for shear,concrete failure modes, 0 - 0.70 Condition B2 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897MPa. For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 Ibf, 1 MPa= 145.0 psi. 'For additional setting information,see installation instructions in Figure 5. 2 Values provided for post-installed anchors with category as determined from ACI 355.2 given for Condition B.Condition B applies without supplementary reinforcement or where pullout(bond)or pryoul govern,as set forth in ACI 318 D.4.4,while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 as set forth in ACI 318 D.4.4. If the load combinations of ACI 318 Appendix C are used,the appropriate value ofO must be determined in accordance with ACI 318 D.4.5. 3d0=drill bit diameter. °For installations with 13/4 inch edge distance,refer to Section 4.1.9 for spacing and maximum torque requirements. ESR-3013 I Most Widely Accepted and Trusted Page 23 of 29 TABLE 19-BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS' DESIGN INFORMATION SYMBOL UNITS BAR SIZE 10M 15M 20M 25M Characteristic bond MPa 8.9 strength in uncracked rk,u„cr A concrete (psi) (1,290) Characteristic bond MPa 4.9 5.7 6.0 6.2 strength in cracked rk cr a) concrete' (psi) (705) (822) (884) (895) cc• Characteristic bond MPa 7.2 ix strength in uncracked rk,U„C, 2 concrete (psi) (1,045) O B m Characteristic bond MPa 3.9 4.6 4.9 5.0 n strength in cracked rk,, E concrete3 (psi) (569) (663) (712) (722) a) ~ Characteristic bond MPa 4.2 strength in uncracked rk unc, concrete (psi) (605) C Characteristic bond MPa 2.2 2.6 2.8 2.9 strength in cracked rk,, concrete3 (psi) (326) (379) (408) (412) mm 60 80 90 101 Minimum anchor embedment depth hec,,,,, (in.) (2.4) (3.1) (3.5) (4.0) Maximum anchor embedment mm 226 320 390 504 depth her,max (in.) (8.9) (12.6) (15.4) (19.8) a: c w Anchor a .o c - 1 N m ° Dry concrete&Water- Category E . c saturated concrete N E o a - (-) Od &Ows - 0.65 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897MPa For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 lbf, 1 MPa= 145.0 psi. 'Bond strength values correspond to concrete compressive strength range 2,500 psi<_f'<_4,500 psi.For 4,500 psi<f'<_6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi<f,,<8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 'Temperature range A: Maximum short term temperature=104°F(40°C),maximum long term temperature=75°F(24°C). Temperature range B:Maximum short term temperature=176°F(80°C),maximum long term temperature= 122°F(50°C). Temperature range C: Maximum short term temperature=248°F(120°C),maximum long term temperature=162°F(72°C) Short term elevated concrete temperatures are those that occur over brief intervals,e.g.,as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. For structures assigned to Seismic Design Categories C,D,E or F,bond strength values are multiplied by aN.seis=1.0=>no reduction. 'ilir ger , 101/ 11111111111111111111.11411111 IIIIIMMINIMIIIII FIGURE 3-HILTI HIT-HY 150 MAX-SD ANCHORING SYSTEM AND ANCHOR ELEMENTS ESR-3013 I Most Widely Accepted and Trusted Page 24 of 29 Given: Ca mr (2) 1/2 inch diameter HIT-HY 150 MAX-SD A A193 67 N l A A adhesive anchors ALL-THREAD Ne subjected to a ANc c`rNa tension load as shown. ) , \!i • s/2 Design objective: —� Calculate the design h`` s/2 tension resistance M ;• h i �1 for this configuration • ♦ (N' in accordance with the 2006 IBC. b" c,, Cc.Na Carrir., A-A Dimensional Specifications/Assumptions: Parameters: ASTM A 193 B7 all-thread rods, UNC thread,A 563 Grade HD hex nuts; n=2 ha, =9 in. Normal weight concrete, fe=4,000 psi s =4 in. Seismic Design Category(SDC)B Ca m,,, = 2.5 in. No supplementary reinforcing in accordance with ACI 318 D.1 h = 12 in. Assume maximum short term(diurnal)base material temperature< 100°F d = 1/2 in. Assume maximum long term base material temperature<75°F Assume installation in dry concrete and hammer-drilled holes Assume concrete will remain uncracked for service life of anchorage Calculation per ACI 318 Appendix D and this report ACI 318 Code Report Ref. Ref. Step 1. Check minimum edge distance,anchor spacing and member thickness: - - cm, =2.5 in. <_Ca.m,,,, =2.5 in. Ok - Table 6 sm,,,=2.5 in. <_s=4 in. ok - Table 6 hm,r,=het+ 1.25 in. =9 in. + 1.25 in. = 10.25 in. <–h= 12 in. ok - Table 6 he%min<he <_het.max 2-3/4 in. <_9 in. <_ 10 in, ok - Table 7 Step 2. Calculate steel strength: Nsa =n-Aso futa D.5.1.2 Eq.(D-3) A193 B7 rods are considered ductile in accordance with ACI 318-05 D.1. .•.0=0.75 •••0' N,.,, =0•n•Ase •✓utu Table2 =0.75.2.0.1419in2 •125,000 psi= 26,606/b Eq. (D-3) Table 5 or, using Table 5, ,•.O•N,, =0.75.2.17,7401b=26,610/b Step 3. Determine concrete breakout strength: D.5.2.1•Nchg A Y ec,N •Y ed,N �c.N Y q,.N Nb Eq. (D-5) Nco `1 ANc = (3•hef +S)• (1.5 hef +Ca.min) = (27 in.+4 in.). (13.5 in.+2.5in.)= 496 in2 Calculation in accordance with ACI 318 Appendix D and this report ACI 318 Code Report Ref. Ref. ANco = •(hef)2 =9•(9in)2 =729 in2 Eq. (D-6) - FIGURE 4—SAMPLE CALCULATION(Continued) , \ESR-3013 I Most Widely Accepted and Trusted Page 25 of 29 Wec N= 1.0 no eccentricity with respect to tension-loaded anchors D.5.2.4 - Ca,min <1.5•hef Ca,min =2.5<1.5.9 in. =13.5 in. D.5.2.5 C _ 2.5in. Eq.(D-11) a min Wed,N=0.7+0.3•\1.5•hef) 0.7+0.3•\1.55 in' \=0.756 V/c N = 1.0 uncracked concrete assumed,(kc,uncr=24) D.5.2.6 Table 6 Determine cac: h 12in. -_ = 1.33 hef 9in. Section 4.1.10 Interpolate between 1.3 and 2.0 to get value of multiplier=2.45. Cac =2.45.hef =2.45.9 in.=22.1 in. For Camin<cac maxlca,min;1.5.hef l maxl2.5in.;1.5•9in. D.5.2.7 Wcp,N = = =0.61 Eq. (D-13) Cac 22.1 in. Nb =kc.,mcr ✓'c "(her)1.5 D.5.2.2 Table 6 = 24.1/4,000 psi-(9 in.)1'5 =40,983 lb Eq. (D-7) N -_ 496in2 •1.0.0.756.1.0.0.611.40,983Ib=12,880lb D.5.2.1 - °b9 729 in2 Eq. (D-5) $.Ncbg =0.65.12,880lb=8,372Ib D.4.4(c) - Step 4.Determine bond strength: . _ Section 4.1.4 N =A'Wed,Na'Wg,Na.Wec,Na'Wp,Na•Nao Eq. (D-16b) Scr,Na =min 20.d• zLnncr ;3.hef 1,450 psi i Section 4.1.4 1,985 psi D.5.3.8 = 20.0.5 i n.. =1 1.7 in. Eq. (D 16d) 1,450 psi Table 7 3 hef =27 in._> 11.7 in. •Scr,Na =11.7 in. -= = . s cr Na _ 11.7 in. 585 in. Section 4.1.4 cr,Na - D.5.3.8 2 l2 (( Eq. (D-16e) ANa =(2•CcrNa +S)•(Ccr,Na +Ca,min)l Section 4.1.4 = (2.5.85 in.+4 in.)•(5.85 in.+2.5 in.)=131.1 in2 0.5.3.7 Section 4.1.4 ANao = (Scr,Na)2 = (11.7 in.)2 =136.9 in2 - D.5.3.7 Eq. (D-16c) FIGURE 4-SAMPLE CALCULATION(Continued) ESR-3013 I Most Widely Accepted and Trusted Page 26 of 29 , Calculation in accordance with ACI 318-05 Appendix D and this report ACI 318 Code Report Ref. Ref. For Cam,, <C'cr.Na Section 4.1.4 _ C 5 i a,min / 2. f1• \ D.5.3.11 ed,Na = 0.7+0.3 = 0.7+0.3 = 0.828 Ccr,Na 5.85 in., Eq. (D-16m) tik,max,uncr = kc,uncr �hef f c Section 4.1.4 It•d D.5.3.10 24 Eq. (D-16n) n•0.5in. •V9 in. 4,000 psi =2,899psi Table 6 1.5 — — (�—1) tk,uncr Nig,Nao -N �k,max,uncr Section 4.1.4 D.5.3.10 1985 psi 1.5 Eq. 6h) — �-1)- ( , = 1.18 Table 7 2,899 psi) 0.5 �g,Nao + S (1—Wg,Nao Scr,Na , Section 4.1.4 D.5.3.10 r 4in. \05 Eq. (D-16g) = 1.18+ •(1-1.18) = 1.075 \.11.7in.) Section 4.1.4 Wec,Na =1.0 no eccentricity-loading is concentric - D.5.3.11 Eq. (D-16j) maxlc a,min+c cr,N max 2.5 in.;5.85 in. a Section 4.1.4 �p,Na = = =0.265 - D.5.3.14 Cac 22.11n. Eq. (D-16p) Section 4.1.4 Nao = Tk,uncr • n•d•her 1,985 psi it•0.5 in. •9 in. =28,062 lb - D.5.3.9 Eq. (D-16f) Na ANa N ag Wed,Na •Wg.Na Wec,Na "Wp,Na Nao ANao Section 4.1.4 0.5.3.7 N _ 131.1in2 •0.828 1.075.1.0.0.265 28,062 lb =6,339 lb Eq. (D-16b) ag • 136.9in2 d = 0.65 - Table 7 Nag = 0.65 6,339 lb = 4,120 lb - - Step 5. Determine controlling strength: D.4.1.2 - Steel Strength in Tension 0 Nsa =26,610 lb Concrete Breakout Strength in Tension 0.Ncbg =8,372 lb Bond Strength in Tension 0.Nag =4,120 lb Controls=pN„ Step 6. Convert strength to ASD using factor provided in Section 4.2: - Section 4.2 N _ Nn 4,120 lb = 2,784 lb - Eq. (4-1)— 1.48 q ( ) FIGURE 4—SAMPLE CALCULATION(Continued) ESR-3013 I Most Widely Accepted and Trusted Page 27 of 29 .,. Huh NIT-If!150 MAX-SD r=----. HI- ,1..�, 1 HIT-HY 150 MAX 5D -r"'""~"'--""°'w'---°°'"�^-""°° Instructions far use en -,% Mpsrat ?% MKI• ......r , , , ascaai madonimada. Made d emplci Ir u.rrrrrrr.r..rw...... .r.w...r.. \ 1� �:...:w• ∎•°"""" Instrucciones de ass e 441 2 k... 44 0,\I 16-1."-If3 ,........L..----„,----z;z: 'M._...Wl e.w..i.ri...e.M..a • '�-.._.`kaw....w roe••o••w•••r...wr ../s\X\ _.y.° 'T,a1°F f5°C)-ax_,,,,, L = 1 . Y,�;: , , HNd ! r------, , ,Li w/CU/0 1 Pleese re*r to tecMica)Moralise(apporrals,settoc instructions)for detail 1 Von ettet rr•.ierink en uagr ment5 minuets ii rito atnn products)par phis in dV.tai ')?a`assn ne,ce In ref erenja Icatica(namatr.c y ma wales de usa)para reas detaile • Iv© ., a •, 11,.. . I..ws is 5 h 14 I_r mn u /I 6m,n 41 it R 5 min. et an n 1411 3011111 FIGURE 5—INSTRUCTIONS FOR USE(IFU)AS PROVIDED WITH PRODUCT PACKAGING ESR-3013 I Most Widely Accepted and Trusted Page 28 of 29 , Hill HIT-HY 150 MAX-SD ION HIT-NY 156IIIAX- HAS Reber HIT•R8 +HLSZ 9P) HIT•nL Setting Details of Hilti HIT-HI' rod �-t� ...00� ///1////L Tmu 1 l .V do A l , • '/ ///, ,// /` ` 0(m. 01mm i t mm HIT-RBA Item no. HTSZ Kem no. 11IT-01.I It9mno. lyt= 12 10 ' 8 12 338548 12 335022 12 371715 1R11N1 14 1? 10 14 330549 14 335023 14 371716 16 12 16 338550 16 335024 16 371717 18 16 14 18 338551 18 '1351125 18 371718 20 18 20 336552 20 335028 20 371719 22 18 22 370774 22 380922 20 371719 lief T 24 20 24 380918 24 380923 20 371718 do min-max male d1 hmin 25 20 25 336553 25 335027 25 371720 no liachl liaehl D1-01 finch] Iinch-)__ 28 24 22 28 380919 28 360924 25 371720 _._7!M -7 ._.titu2... 15 8I8 11.•/IM 32 25 32 336554 32 335028 32 371721 vi 9/16 23/4-10 3v-.. ......vita as 411 aIA•12M - a8 1616 I YI 716 31/2-15 100 1:Y1fi Ormchl(nindt)1 Sae HR-118 Item no. HR-IP p6mra. 1117.01. peen), Ms 1 392.1714 125 *le M•s� 7/16 j 3/9 7/16• 273203 - _ - 1 I 518 4.20 150 1 141 1/2 63 1/2' 273204 1/2' 274019 1/Y 38237 9/16 112 10M 9716' 273205 9116" 274020 8116' 38238 003744 h1641 9.31 Ping Ircm1 timn1 5/8 *4 5/8' 273207 5/8' 274021 9/16' 38238 p 8o-toe ao 12 h .30 314 5/8 4541514 3/4' 273210 3/4' 274023 314' 38240 1112 14 70-246 90 14 r1s 24 60•466 66 It 7/8 3/4 46 7/8' 273211 7/8' 274024 7/8' 38241 Yea 24 e0-400 150 22 hd 421. 1 7/8 47420M 1' 273212 1' 274025 1' 38242 1 1/8 1 48 1 1/8' 273214 1 1/8' 274026 1' 38242 1 1 114.1 : 25M 1 1/4' 279216 1 114' 274027 _ 1' 38242 Lull bits must conform to tier-axes In ANSI B212-1994 'T..:Ede Distance cal a(5 x d) Les m9r11es de forage doirent etre contornes a ANSI 8212-1994. Brocas deben ams44r can el estbndar 8119 5212-1994. Edge 01it11nee es/ anchor Spacing s Maximum Torque sr 4s 1..--16 1.75i1.IL51.7518.1452•0884.5841 .n.(401r-n/ 0.3r 7... 1 6ra1644(406 ani 03.7r Selby DMails of NiKi HIT-HY 150 MAX-SD with reinforcement bars d WIdo min max 14nin 9n4hl Ihld11 __ken' 4e 141 23/6•712 199r11/4 04 5/8 23/4.10 06 7/8 31/2•15 Ie.2Ar 117 1 310•.1710 08 11/6 4.20 Rear gam] pool lmm) 47.1 M 14 __94'224_ 12 /6 70.240 14 14 76.280 _-- 58 20 80.320 11.5a241 --._25 346 AO 25 32 100-500 CA mbar 9neh] ;Mehl 9nch1 WY 8716 VW-9 e/7 1161.11/4 ' 1SY 314 31/8-121/2 ISM 1 312.1S3/8 hd+241 2511 1 1/4 4-19 7/8 FIGURE 5—INSTRUCTIONS FOR USE(IFU)AS PROVIDED WITH PRODUCT PACKAGING(Continued) ESR-3013 I Most Widely Accepted and Trusted Page 29 of 29 • Hilt HIT-HY 150 MAX-SD MIN HIT-NY 150 MAX-SD Adhesive anchoring system for fastenings in concrete Safety instructions: Prier to use of produce follow instructions tat use and recommended safety precautions. For industrial case only.keep out ed the reach of children. Check expiration date:See expiration dale imprint on loilpack manifold.(Month/yearl.Do not See the Material Safety Data Sheet for this product before handling. O use an expired product Gautier.Letahhg to eyes and skin.May cause selsnvalrar in T (''� Foil pack temperature:Must be between 32"F and 104°F(0°C and 40'C)when in use ascepbre rutvatatS. 1 v Base material temperature at time of installation:Must be between 14°F and 104`F Contains:drtxrv0yi perourlz (-10"C and 40"CI. gloves Avoid couch cdli ingeyes.Always ore.{cool, eabl Instructions for tarpon and storage:Keep in a cool.dry and dark place between 41°F to gkxres and eye protection`door using pedal.store n a mot. • 77'F(5'C to 25-C) dry area keep torn teeing.De oCe store ih eked sunlight. Material Safety Data Sheet Hunan the MSDS befall use. Frst Alt Eyes-tinicdedely lush with water 1w 15 moults. contact a piyirihn Skin-wash with sap and eater launder coma- Installation histlolions:follow the illustrations on page t for the sequence of operations mauled 4001,01 Wore refire.N irritations mans,cmaai plrya dat and refer to tables on page 2-3 lot setting details.For any application not covered by this Ingestion La rot seduce vomiting unless denoted by a physician Contact a physician immediately. document,contact Heti. Inhalator Miss Is hr:di a.peeeaerw I breathing is difrui exiled a physician it symptoms persist II Wit hole to the regured depth Ito with a hammer-drill set in rotation b owmet mode using an appropriately sized carbide drill bit For holes drilled with other drill types con- Ingredient CAS Minnow. Ingredient CAS Number tact a Hitti representative. Part A(Large side) Pan B:(Small side) 11 13 Clean hole:Ong method has In be decided based on borehole rmatiton. NJ halo Se t:ret Registry Ne.1s136100-5001 Card Saul 14808-60-7 Just before setting an anchmerebar,the borehole must be tree of dust,water and Come e Sand 14838-60-7 water 07732-t8-5 debris one of Me b (retards: air trek Sac aI Iteg ury lie.19136100-5033 Ubenlnyt peroxide 00094-36.0 by toll owing NJ Nate Sete)1105553 he.191361005004 Aluminum oude 01344.28.1 Melted 1-lee Iny it miter sateated concrete(refer to pictograms): NJ Lade:.".,,,,d Registry Ne 19136100-5005 Amorphous silica 07631-86.9 Compressed a driving is permissible kr at diameters and embedment deeds Mnagixaa sins 67762-967 1.2.3-Propanbid 00056-81-S •Blow from he back of the borehole with oil-tree compressed air Irvin.90psi at 3.5 old trade Secret Registry he.19136100-5002 CFM(6 ba at 6 m3/h))fully retracting the air extension 2 times until rerun air RI hark:Secret Registry he.19136100-:017 stream is free of noticeable dust RI hake Sestet Rorldly He 19136100-9219 •Brush 2 Bores with the specified Hiti HIT-RB brush size(brush 0-bore hoe 0)by •NJ 111/1 Idea.Iersey Trade Secret Registry knitter nsertmg tie rand steel brush to the bade of the borelea in a twisting motion and (eirrosirng rt The briar siawid resist insertion into the borehole-it mettle Mush:Is le env ci Frnparan call is -flee 1d111124-93N NSA PA.Vrue Manes.Canada) le o small and must be replaced with a Mush of appropriate brush diameter Fuss CurvIr,11(410mer Chao-Ate 1d30-411-9100103&PA,WO)brands,Canada) •Blow agar with compressed air 2 times until return air stream Is tree of noticeable Encaso dr Fowse d&tone mkAlec ooh-sew-Sig-lean win°countrk�s/annes nays/wos plural dust N required use extensions for air nozzle and brushes to reach back of deep hole. Made in Germany Melted 2-far standing water(e.g.water flows Into cleaned borehole): •Flshhole2tinesbynsirtigawatrhose(water-linepressurelto hebackofhe Idrak*.nitwfaaIefllleetapthy Wr.yc2130,10159)itl.0orMee borehole tete water nos dear -Bann 2 Ones with the specified Hilt NIT-RB brush size(brush 0,borehole 0)by Warr-anti rider le steward NIB laws and hmltions at hale ler warranty information. rserMig the fwd steel Mush b the back of the baefuie vile a twisting molten and reranang I.The brush should resist insertion into the baehde-d net,the;nigh ks too I haunt toektdwtranaabirmoimtrasawc owed noo4lk dachas,pox.mesturabbw0•teeondians. snot and mud be replaced wit a trust at appropriate Mush diameter err tonne appleatew wee Ande r rubisy orpatenwoe or M fasbin0e -- •Furst again 2 tires taltl water runs deal Remove at standing water completely(i.e. Mature compressed at or other apprgriate vocalise).To attain a dried borehole.a M 11T-DL air nozzle almchnrad is recommended for borehole depth' 10 inch(250 mlrt)and ridded to borehole depth>10 roil(250 mml. •CarrtMe with baoellde deicing as descrbed in Method 1. B Insert fat pack in toil pack holder.Never use damaged het packs and/or damaged a uo9ean kit pack Molders Attach new meter pox to dispensing a new eel pad(Men fit ® Tgldly Winch IRS MT-RE-1/mixer to log pack manifold.Do not molly the mixer in any way.Mahe sure the mioong element is le gee mixer.Use only he mixer supplied • with the ardor adhesive B resort hill pack holder with toil pack Into HIT-dispenser.Push release trigger.re- haA fi enaee ad inrri I fill rimer ladder into Ole appropriate Hat dispenser Ij Discard dial ardor adhesive.The fad perk opens automatically as dispensing is initialed Do ref pace the redneck manually lean cause system Failure).Depending on the she of the foil pack an initial ammmt of archer adhesive has to be discarded.See pictogram B to dscard Quantities.Dispose dsardcxf archer adhesive into the empty outer packaging I a new meter c Instated ono a previously-opened tell pack the fist bigger pees must also be discarded as described above For each new(di pack a new waxer rust be used ® ® Inject anchor aulesbe Iran lie back of the borehole without forming at voids •kyecbnei method-for borehole will depth-010 nch/250 mm: bled the anchor adhesive starting at the bade of the hake(use the extension far deep holes).slowly withdraw the m us with each trigger pal Fdl tiles approximately 2/3 h!,or as required In erlw-e that the annular gap between the andior/rebar and the concrete Is completely fined wigs anchor adhesive along he embedment length Alter ryectan is completed,depressurize the dispenser by pressing the release tugger This will prevent further ancha adhesive discharge from the mixer •Plataa plat injection-is reoonnrended tor borehole depth>le nch/250 aim. The Instigation overhead is only possble with the aid of piston plugs. Assemble HIT-ftE-M mica,exterlron(s)arc appropriately sized piston pip insert piston plug HIT-SUP to hack of the hole.and Inject anchor adiresne as described in the hector meted above.During injection Inc piston plug will be naturally extru dell out of the bore hole by he anchor a0neswe pressure. IE Insert anchor/mbar Into been hole.Mark and set ancfmr/rebar to tee requited embedment depth.Before use,venty that the anchor/rebar is dry and free 01 al and o0rer coltmmnods.To cirri installation.anchor/mbar may be slowly Misled as they are Inserted.Use only Hili anchor rods or equivalent.After installing an anchor/ rebr,the annular gap must be ccenipletely filled with anchor adhesive Attention!For Overhead apple:aeons fake special rare when inserting the anchor/ rebr.Excess antresive will be laced out of the borehole-take appropriate steps to pevenl it from Eating onto the retailer.Position the anchahetiar and secure it from moving/falling during the curing time le g.wedges). IE Observe the get lime �r who varies according to temperature of base material r adjustments to Mt-anchor/rebel position may be perlormed during ore gel tale See table 12.Once the get came has elapsed,do not disturb tee anclor/rebar until he tong tore"tqwe"has elapsed. IC Apply designed load/torque alter"t tee"has passed,and the fixture to be attached leas beer puetiorierl.See table I3 Pally used foil paths must be used up within toe weeks.Leave the mixer attached on the foil pack manifole and store under the recranmenided storage conditions.If reused attach a new mixer and discard he initial quantity of anchor adhesive as described by point 6 FIGURE 5—INSTRUCTIONS FOR USE(IFU)AS PROVIDED WITH PRODUCT PACKAGING(Continued) f`c ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-3013 Supplement Reissued April 1, 2011 This report is subject to renewal in two years. www.icc-es.org 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 REPORT HOLDER: HILTI,INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800)879-8000 www.us.hilti.com HiltiTechEnq(aus.hilti.com EVALUATION SUBJECT HILTI HIT-HY 150 MAX-SD ADHESIVE ANCHORING SYSTEM FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: • 2007 Florida Building Code—Building • 2007 Florida Building Code—Residential Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Hilti HIT-HY 150 MAX-SD Adhesive Anchoring System for cracked and uncracked concrete, as described in the master report, complies with the 2007 Florida Building Code—Building, and the 2007 Florida Building Code—Residential,when designed and installed in accordance with the master evaluation report. Use of the Hilti HIT-HY 150 MAX-SD Adhesive Anchoring System for cracked and uncracked concrete, as described in the master evaluation report, to comply with the High Velocity Hurricane Zone Provisions of the 2007 Florida Building Code— Building has not been evaluated,and is outside the scope of this supplement. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master evaluation report issued on April 1, 2011. 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 M as an endorsement(tithe 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. "mom Copyright©2011 Page 1 of 1 EZ ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2508 Reissued July 1, 2011 This report is subject to renewal in two years. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE SET-XP epoxy adhesive is used with continuously Section: 03 16 00—Concrete Anchors threaded steel rods or deformed steel reinforcing bars. Installation information and parameters are included with REPORT HOLDER: each adhesive unit package as shown in Figure 1 of this report. SIMPSON STRONG-TIE COMPANY, INC. 3.2 Materials: 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 3.2.1 SET-XP Epoxy Adhesive: SET-XP epoxy (800)999-5099 adhesive is an injectable, two-component, 100 percent www.stronqtie.com solids, epoxy-based adhesive mixed as a 1-to-1 volume ratio of hardener-to-resin. SET-XP is available in 8.5-ounce EVALUATION SUBJECT: (251 mL), 22-ounce (650 mL), and 56-ounce (1656 mL) cartridges. The two components combine and react when SET-XP EPDXY ADHESIVE ANCHORS FOR CRACKED dispensed through a static mixing nozzle attached to the AND UNCRACKED CONCRETE cartridge. The shelf life of SET-XP in unopened cartridges is two years from the date of manufacture when stored at 1.0 EVALUATION SCOPE temperatures between 45°F and 90°F(7°C and 32°C) . Compliance with the following codes: 3.2.2 Dispensing Equipment: SET-XP epoxy adhesive must be dispensed using Simpson Strong-Tie manual • 2009, 2006 and 2003 International Building Code(IBC) dispensing tools, battery-powered dispensing tools or • 2009,2006 and 2003 International Residential Code` pneumatic dispensing tools as listed in Tables 7 and 8 of (IRC) this report. 3.2.3 Equipment for Hole Preparation: Hole cleaning • 1997 Uniform Building CodeTM (UBC) equipment consists of hole-cleaning brushes and air Property evaluated: nozzles. Brushes must be Simpson Strong-Tie hole cleaning brushes, identified by Simpson Strong-Tie catalog Structural number series ETB. See Tables 7 and 8 in this report, and 2.0 USES the installation instructions shown in Figure 1,for additional information. Air nozzles must be equipped with an The Simpson Strong-Tie SET-XP Epoxy Adhesive Anchors extension capable of reaching the bottom of the drilled are used to resist static, wind and earthquake (Seismic hole. Design Categories A through F under the IBC, and Seismic 3.2.4 Anchor Materials: Zones 0 through 4 under the UBC) tension and shear loads in cracked and untracked normal-weight concrete 3.2.4.1 Threaded Steel Rods: Threaded anchor rods, having a specified compressive strength, f'e, of 2,500 psi having diameters from 3/8 inch to 11/4 inch (9.5 mm to to 8,500 psi (17.2 MPa to 58.6 MPa). The anchor is an 31.7 mm), must be carbon steel conforming to ASTM F alternative to anchors described in Sections 1911 and 1554, Grade 36, or ASTM A 193, Grade B7; or stainless 1912 of the 2009 and 2006 IBC, Sections 1912 and 1913 steel conforming to ASTM A193, Grade B6, B8, or B8M. of the 2003 IBC, and Sections 1923.1 and 1923.2 of the Table 2 in this report provides additional details. Threaded UBC. The anchors may also be used where an bars must be clean, straight and free of indentations or engineering design is submitted in accordance with other defects along their lengths. Section R301.1.3 of the 2009, 2006 and 2003 IRC. 3.2.4.2 Deformed Reinforcing Bar (Rebar): Deformed 3.0 DESCRIPTION steel rebars, having sizes from No. 4 to No. 8, must conform to ASTM A 615 Grade 60. Table 3 in this report 3.1 General: provides additional details. The embedded portions of The SET-XP Epoxy Adhesive Anchor System is comprised reinforcing bars must be straight, and free of mill scale, of the following components: rust, mud, oil, and other coatings that may impair the bond with adhesive. Reinforcing bars must not be bent after • SET-XP epoxy adhesive packaged in cartridges installation except as set forth in Section 7.3.2 of ACI 318, • Adhesive mixing and dispensing equipment with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field • Equipment for hole cleaning and adhesive injection bending is not permitted. ICC-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed.nor are they to be construed II de"---- ANSI 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. �nmQ ��a— Copyright©2011 Page 1 of 17 ESR-2508 I Most Widely Accepted and Trusted Page 2 of 17 3.2.4.3 Ductility: In accordance with ACI 318 D.1, for D.4.1.4.1—For single anchors, ON„=0.750Nao the steel element to be considered ductile, the tested elongation must be at least 14 percent and reduction of 0.4.1.4.2— For anchor groups, Eq. (D-1) shall be satisfied area must be at least 30 percent. Steel elements used for by taking N„ = 0.75 MVao for that anchor in an anchor anchoring with an elongation of less than 14 percent or a group that resists the highest tension load. reduction of area less than 30 percent, or both, are D.4.1.4.3 — Where shear loads act concurrently with the considered brittle. Where values are nonconforming or sustained tension load, interaction of tension and shear unstated,the steel must be considered brittle. shall be analyzed in accordance with D.4.1.3. 3.2.5 Concrete: Modify ACI 318 D.4.2.2 in accordance with the 2009 IBC Normal-weight concrete with a minimum compressive Section 1908.1.10 as follows: strength at the time of anchor installation of 2,500 psi D.4.2.2— The concrete breakout strength requirements for (17.2 MPa), but not less than that required by the anchors in tension shall be considered satisfied by the applicable code, nor more than 8,500 psi (58.6 MPa), must design procedure of D.5.2 provided Equation D-8 is not conform to Sections 1903 and 1905 of the IBC or UBC, as used for anchor embedments exceeding 25 inches. The applicable. concrete breakout strength requirements for anchors in 4.0 DESIGN AND INSTALLATION shear with diameters not exceeding 2 inches shall be considered satisfied by the design procedure of D.6.2. For 4.1 Strength Design: anchors in shear with diameters exceeding 2 inches, shear 4.1.1 General: The design strength of anchors under the anchor reinforcement shall be provided in accordance with 2009 and 2003 IBC, Section 301.1.3 of the 2009 and 2003 the procedures of D.6.2.9. IRC, and the UBC must be determined in accordance with 4.1.2 Static Steel Strength in Tension: The nominal ACI 318-08 Appendix D and this report. steel strength of a single anchor in tension, Nsa, in The design strength of anchors under the 2006 IBC and accordance with ACI 318 D.5.1.2, and the strength 2006 IRC must be determined in accordance with ACI reduction factor, O, corresponding to the steel element 318-05 Appendix D and this report. selected, is given in Tables 2 and 3 of this report for use A design example in accordance with the 2009 IBC is with the load combinations of ACI 318 Section 9.2 as set forth in Section D.4.4.in Figure 2 of this report. Design parameters are provided in Tables 2, 3, 4, 5A, and 5B of this report. 4.1.3 Static Concrete Breakout Strength in Tension: Design parameters are based on the 2009 IBC (ACI The nominal concrete breakout strength of a single anchor 318-08) unless noted otherwise in Sections 4.1.1 through or group of anchors in tension, No or Ncbg, must be 4.1.12 of this report. The strength design of anchors must calculated in accordance with ACI 318 D.5.2, with the satisfy the requirements of ACI 318 D.4.1, except as following addition: required in ACI 318 D.3.3. Strength reduction factors, 0, described in ACI 318 D.4.4, and noted in Tables 2, 3, 4, D.5.2.10 (2009 IBC) or_D.5.2.9 (2006 IBC) — The limiting 5A, and 5B of this report, must be used for load concrete strength of adhesive anchors in tension shall be combinations calculated in accordance with Section calculated in accordance with D.5.2.1 to D.5.2.8 where the 1605.2.1 of the IBC, ACI 318 Section 9.2, or Section value of kc to be used in Eq. (D-7)shall be: 1612.2 of the UBC. Strength reductions factors, 0, kc,c, = 17 where analysis indicates cracking at service described in ACI 318 D.4.5 must be used for load load levels in the anchor vicinity (cracked combinations calculated in accordance with Appendix C of concrete) ACI 318 or Section 1909.2 of the UBC. k5,5505= 24 where analysis indicates no cracking(f,<fr) at The following sections provide amendments to ACI 318 service load levels in the anchor vicinity Appendix D as required for the strength design of adhesive (uncracked concrete) anchors. In conformance with ACI 318, all equations are expressed in inch-pound units. The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated in accordance with ACI Modify ACI 318 D.4.1.2 as follows: 318 D.5.2.2 using the values of haf, kccr, and k1/45555, as D.4.1.2 — in Eq. (D-1) and (D-2), OfV„ and OV„ are the described in Table 4 of this report. The modification factor lowest design strengths determined from all appropriate A shall be taken as 1.0. Anchors shall not be installed in failure modes. ON„ is the lowest design strength in tension lightweight concrete. In accordance with ACI 318 D.3.5, of an anchor or group of anchors as determined from the value of f'c used for calculation purposes must be consideration of Oka, either ONa or ONag and either ONcb or Cc.concrete. The value of limited to 8,000 psi (55.1 MPa) maximum for uncracked 'N•cbg- (Ain is the lowest design strength in shear of an anchor for calculation purposes anchor or a group of anchors as determined from must be limited to 2,500 psi (17.2 MPa) maximum for consideration of 0Vsa, either OVcb or Nag, and either OVcp cracked concrete regardless of in-situ concrete strength. or OV,„g. For adhesive anchors subjected to tension 4.1.4 Static Pullout Strength in Tension: In lieu of resulting from sustained loading, refer to 0.4.1.4 in this determining the nominal pullout strength in accordance report for additional requirements. with ACI 318 D.5.3, the nominal bond strength in tension Add ACI 318 D.4.1.4 as follows: must be calculated in accordance with the following sections added to ACI 318 and using values described in D.4.1.4 — For adhesive anchors subjected to tension Tables 5A and 5B of this report: resulting from sustained loading, a supplementary design D.5.3.7 - The nominal strength of a single adhesive analysis shall be performed using Eq. (D-1) whereby Naa is determined from the sustained load alone, e.g., the dead anchor, Na, or group of adhesive anchors, Nag, in tension load and that portion of the live load acting that may be shall not exceed: considered as sustained and ON„is determined as follows: (a)for a single anchor ESR-2508 I Most Widely Accepted and Trusted Page 3 of 17 In the case where eccentric loading exists about two Na = ANa Wed,Na Wp,Na Na0(D-16a) orthogonal axes, the modification factor WBG,Na must be ANao computed for each axis individually and the product of these factors used as Wee,Na in Eq.(D-16b). (b)for a group of anchors D.5.3.12 - The modification factor for edge effects for ANa N single adhesive anchors or anchor groups loaded in Nag = Wg,Na Wee,Na Wed,Na .Wp Na Na° (D-16b) tension is: ANao Wed,Na = 1.0 (D-161) where: when ca,m;n�Ccr,Na ANa is the projected area of the failure surface for the or anchor or group of anchors that shall be approximated as the base of the rectilinear geometrical figure that results Wed.Na = [0.7+0.3 x (cam;n/Ccr,Na))5 1.0 (D-16m) from projecting the failure surface outward a distance ccr,Na when Comm. n<ccr,Na from the centerline of the single anchor, or in the case of a group of anchors, from a line through a row of adjacent D.5.3.13- When an adhesive anchor or group of adhesive anchors. ANa shall not exceed nANao where n is the number anchors is located in a region of a concrete member where of anchors in tension in the group. (Refer to AC! 318 analysis indicates no cracking at service load levels, the Figures RD.5.2.1a and RD.5.2.lb and replace the terms nominal strength, Na or Nag, of a single adhesive anchor or 1.5her and 3.0hat with ccr,Na and Scr,Na,respectively.) a group of adhesive anchors shall be calculated according ANao is the projected area of the failure surface of a single to Eq. (D-16a)and Eq. (D-16b) with Tk,uncr (see Table 5A anchor without the influence of proximate edges in accordance with Eq. (D-16c): and 58 of this report)substituted for Tk in the calculation ANa° = (Scr,Na)z (D-16c) of the basic strength Nao in accordance with Eq. (D-16f). The factor Wg,Nao shall be calculated in accordance with with: Eq. (D-16h) whereby the value of Tk u„cr shall be Scr,Na = 20 d x (Tk,unc,./1450)05<3 x he, (D-16d) substituted for Tk c.r and the value of Tk,maxa,ncr shall be D.5.3.8 - The critical spacing Scr,Na and critical edge ccr,Na calculated in accordance with Eq. (D-16n) and substituted must be calculated as follows: for Tk,max,cr in Eq. (D-16h). Scr,Na = as given by Eq. (D-16d) ccr,Na = Scr,Na/2 (D-16e) Tk.max,,nrc•r ={kc,uncr/(rr X d)) x (hat.f'c)°5 (D-16n) D.5.3.9- The basic strength of single adhesive anchor in D.5.3.14 - When an adhesive anchor or a group of tension in cracked concrete shall not exceed: adhesive anchors is located in a region of a concrete Nao = T ,. x n x d x he, (D-16f) member where analysis indicated no cracking at service k,c, load levels, the modification factor Wp,Na shall be taken as: T k_,c,,. = the characteristic bond strength in cracked Wp,Na = 1.0 when Ca,m;n Z Cac (D-16o) concrete having specified compressive or strength, f'c. See Table 5A and 58 of this report. Wp,Na = max lc�m�;c'-.N-I whenCa,m;n<cac (D-16p) C D.5.3.10 - The modification factor for the influence of the ”` failure surface of a group of adhesive anchors is: For all other cases, Wp,N0 = 1.0 (e.g. when cracked Wg,Na = Wg,Na°+((S/Scr,Na)05 x(1-Wg,Nao)I (D-16g) concrete is considered). where: The value of Cac must be as noted in Table 1 of the report.ccr,Na is determined using equation D-16e. s=actual spacing of anchors(see Tables 1 and 4 for sm;n) Additional information for the determination of nominal W 9,Nao = n15-[(n°5 1) (x T k.,cr/T k.max,cr )1.5]>1.0 bond strength in tension is given in Section 4.1.8 of this report. (D-16h) 4.1.5 Static Steel Strength in Shear: The nominal steel n = the number of tension-loaded adhesive strength of a single anchor in shear, Vsa, in accordance anchors in a group. with ACI 318 D.6.1.2, is given in Tables 2 and 3 of this report. The strength reduction factor, 0, corresponding to T =(ice,er/(rr x d)) x (her fc)05 (D-16i) the steel element selected, is also given in Tables 2 and 3 k,max,cr of this report for use with load combinations of ACI 318 D.5.3.11 - The modification factor for eccentrically loaded Section 9.2 as set forth in D.4.4. adhesive anchor groups is: 4.1.6 Static Concrete Breakout Strength in Shear: The Wec,Na = 1/{1 +(2e'dscr•Na))<_ 1.0 (D-16j) nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, must be calculated Eq. (D-16j)is valid for e'N<s/2 in accordance with ACI 318 D.6.2, with modifications as if the loading on an anchor group is such that only some described in this section. The basic concrete breakout anchors are in tension, only those anchors that are in strength in shear, Vb, must be calculated in accordance tension must be considered when determining the with ACI 318 D.6.2.2 using the values of ha, and do as eccentricity e'N for use in Eq. (D-16j). described in Table 4 of this report in lieu of le and da (2009 ESR-2508 I Most Widely Accepted and Trusted Page 4 of 17 IBC). In no case shall le exceed 8d0. The value of re must 4.1.10 Critical Edge Distance, cagy: In lieu of ACI 318 be limited to 8,000 psi (55.1 MPa), in accordance with ACI D.8.6, values of ca, provided in Table 1 of this report must 318 Section D.3.5. be used. 4.1.7 Static Concrete Pryout Strength in Shear: In lieu 4.1.11 Design Strength in Seismic Design Categories of determining the nominal pryout strength in accordance C, D, E and F: In structures assigned to Seismic Design with ACI 318 D.6.3.1, nominal pryout strength in shear Category C, D, E or F under the IBC or IRC, or Seismic must be calculated in accordance with the following Zone 2B, 3 or 4 under the UBC, the design must be sections added to ACI 318: performed according to ACI 318 D.3.3, and the anchor D.6.3.2 - The nomina! pryout strength of an adhesive strength must be adjusted in accordance with 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16. For anchor VVp or group of adhesive anchors Vopg shall not brittle steel elements, the anchor strength must be exceed: adjusted in accordance with ACI 318-08 0.3.3.5 or D.3.3.6, (a) fora single adhesive anchor or ACI 318-05 D.3.3.5. The nominal steel shear strength, Vop = min I kop Na;kop Ncb I (D-30a) Vsa, must be adjusted by av,se,s as given in Tables 2 and 3 of this report for the corresponding anchor steel. The (b) for a group of adhesive anchors nominal bond strength, Tk , must be adjusted by aN,ses Vopg = min I kep Nag,'kcp Ncbg I (D-30b) for the 7/8-inch (22 mm) and 1-inch (25.4 mm) diameter where: anchors and#7 and#8 reinforcing bars, as given in Tables kg, = 1.0 for he,<2.5 inches 5A and 5B of this report respectively. kop = 2.0 for he,?2.5 inches 4.1.12 Interaction of Tensile and Shear Forces: For Na shall be calculated in accordance with Eq.(D-16a) designs that include combined tension and shear, the interaction of tension and shear loads must be calculated Nag shall be calculated in accordance with Eq.(D-16b) in accordance with ACI 318 D.7. Nob, Ncbg are determined in accordance with D.5.2. 4.2 Allowable Stress Design (ASD): 4.1.8 Bond Strength Determination: Bond strength 4.2.1 General: For anchors designed using load values are a function of the concrete condition (cracked or combinations in accordance with IBC Section 1605.3 or uncracked), the installation conditions (dry or water UBC Section 1612.3 (Allowable Stress Design), allowable saturated concrete), and the special inspection level loads shall be established using Eq. (4-1)or Eq. (4-2): provided. Strength reduction factors, 0, listed below and in Tallowable,ASD = Y^Y / Tables 5A and 5B are utilized for anchors installed in dry or ,M�N�'rya Eq. (4-1) saturated concrete in accordance with the level of and inspection provided (periodic or continuous), as applicable. VaUnwabia.ASD = dV/a Eq. (4-2) Bond strength values must be modified with the factor Ksar for cases where the holes are drilled in water-saturated where: concrete as follows: Tai,owabre,ASD = Allowable tension load(lbf or kN) SPECIAL PERMISSIBLE BOND ASSOCIATED Variowable.ASD = Allowable shear load (lbf or kN) INSPECTION INSTALLATION STRENGTH STRENGTH �I LEVEL CONDITION REDUCTION y,�,Nn - = The lowest design strength of an FACTOR anchor or anchor group in tension as determined in accordance with ACI Continuous Dry concrete TA , , 318 Appendix D as amended in Section 4.1 of this report and 2009 Continuous Water-saturated VA x Osscc, IBC Sections 1908.1.9 and 1908.1.10 or 2006 IBC Section 1908.1.16, as Periodic Dry concrete TF Qtry,P, applicable. OV„ = The lowest design strength of an Periodic Water-saturated T x 0Sar.p, anchor or anchor group in shear as determined in accordance with ACI Tp. in the table above refers to T, or T�. u,? , and 318 Appendix D as amended in where applicable, the modified bond strengths must be Section 4.1 of this report and 2009 IBC Sections 1908.1.9 and 1908.1.10 used in lieu of TA or TA or 2006 IBC Section 1908.1.16, as applicable. 4.1.9 Minimum Member Thickness, hmin, Minimum Anchor Spacing, smin, and Minimum Edge Distance, a = Conversion factor calculated as a Crain: In lieu of ACI 318 D.8.3, values of cm,,, and sr.', weighted average of the load factors provided in Table 1 of this report must be used. In lieu of for the controlling load combination. In using ACI 318 D.8.5, minimum member thickness, h,n,n, addition, a must include all applicable must be in accordance with Table 1 of this report. In factors to account for non-ductile determining minimum edge distance, cmin, the following failure modes and required over- section must be added to ACI 318: strength. D.8.8 — For adhesive anchors that will remain untorqued, Table 6 provides an illustration of calculated Allowable the minimum edge distance shall be based on minimum Stress Design (ASD) values for each anchor diameter at cover requirements for reinforcement in Section 7.7. For minimum embedment depth. adhesive anchors that will be torqued, the minimum edge The requirements for member thickness, edge distance distance and spacing shall be taken from Table 1 of this and spacing, described in Table 1 of this report, must report. apply. ESR-2508 I Most Widely Accepted and Trusted Page 5 of 17 4.2.2 Interaction of Tensile and Shear Forces: In lieu Unless otherwise directed by the registered design of ACI 318 Sections D.7.1, D.7.2 and D.7.3, interaction of professional, proof loads must be applied as confined tension and shear loads must be calculated as follows: tension tests. Proof load levels must not exceed the lesser If Tapplied <0.2 Tallowable.ASD, then the full allowable strength of 50 percent of expected peak load based on adhesive in shear, Vallowanle.ASD, shall be permitted. bond strength nor 80 percent of the anchor yield strength. The proof load shall be maintained at the required load If Vapplied < 0.2 Vallowable.ASD, then the full allowable strength level for a minimum of 10 seconds. in tension, Tallowable.ASD, must be permitted. Continuous special inspection is required for all cases For all other cases: where anchors installed overhead (vertical up) are designed to resist sustained tension loads. Tapphed Vapplred Tallowable.ASD+Vallowable.ASD 1.2 Eq. (4-3) 4.4.3 Periodic Special Inspection 4.3 Installation: Installations made under periodic special inspection must Installation parameters are provided in Table 1, 7, 8, 9 and be performed where required in accordance with 2009 IBC Sections 1704.4 and 1714.15, 2006 and 2003 IBC in Figure 1. Anchor locations must comply with this report Sections 1704.4 and 1704.13, or Section 1701.5 of the and the plans and specifications approved by the building UBC, whereby periodic special inspection is defined in IBC official. Installation of the SET-XP Epoxy Adhesive Anchor Section 1702.1, UBC Section 1701.6.2, and this report. System must conform to the manufacturer's published The special inspector must be on the jobsite initially during installation instructions included in each package unit and anchor installation to verify anchor type, anchor as described in Figure 1. The nozzles, brushes,dispensing dimensions, concrete type, concrete compressive strength, tools and adhesive retaining caps listed in Tables 7 and 8, adhesive identification and expiration date, hole supplied by the manufacturer, must be used along with the dimensions, hole cleaning procedures, anchor spacing, adhesive cartridges. edge distances, concrete thickness, anchor embedment, The anchors may be used for floor(vertically down), wall tightening torque and adherence to the manufacturer's (horizontal), and overhead applications. Horizontal and printed installation instructions. The special inspector must overhead applications are limited to use with the 3/8-inch verify the initial installations of each type and size of (9.5 mm) and 1/2-inch (12.7 mm) threaded rods and #4 adhesive anchor by construction personnel on site. reinforcing bars. Subsequent installations of the same anchor type and size 4.4 Special Inspection: by the same construction personnel is permitted to be performed in the absence of the special inspector. Any 4.4.1 General: change in the anchor product being installed or the Installations may be made under continuous special personnel performing the installation must require an initial inspection or periodic special inspection, as determined by inspection. For ongoing installations over an extended the registered design professional. See Section 4.1.8 and period, the special nspector must make regular Tables 5A and 5B of this report for special inspection inspections to confirm correct handling and installation of the product. requirements, including strength reduction factors, 0, corresponding to the type of inspection provided. Under the IBC, additional requirements as set forth in Sections 1705, 1706, or 1707 must be observed, where 4.4.2 Continuous Special Inspection applicable. Installations made under continuous special inspection 4.5 Compliance with NSF/ANSI Standard 61: with an onsite proof loading program must be performed in accordance with 2009 IBC Sections 1704.4 and 1704.15, SET-XP Epoxy Adhesive Anchor Systems comply with 2006 and 2003 IBC Sections 1704.4 and 1704.13, and requirements of NSF/ANSI Standard 61, as referenced in Section 1701.5 of the UBC, whereby continuous special Section 605 of the 2006 International Plumbing Code (IPC) inspection is defined in IBC Section 1702.1, UBC Section for products used in water distribution systems. SET-XP 1701.6.1, and this report. The special inspector must be on Epoxy Adhesive Anchor Systems may have a maximum the jobsite continuously during anchor installation to verify exposed surface area to volume ratio of 216 square inches anchor type, adhesive identification and expiration date, per 1000 gallons (3785 L) of potable water and/or drinking anchor dimensions, concrete type, concrete compressive water treatment chemicals. The focus of NSF/ANSI strength, hole drilling method, hole dimensions, hole Standard 61 as it pertains to adhesive anchors is to ensure cleaning procedures, anchor spacing, edge distances, that the contaminants or impurities imparted from the concrete thickness, anchor embedment, tightening torque adhesive products to the potable water do not exceed and adherence to the manufacturer's printed installation acceptable levels. instructions. 5.0 CONDITION OF USES The proof loading program must be established by the The Simpson Strong-Tie SET-XP Epoxy Adhesive Anchor registered design professional. As a minimum, the System described in this report is a suitable alternative to following requirements must be addressed in the proof what is specified in the codes listed in Section 1.0 of this loading program: report, subject to the following conditions: 1. Frequency of proof loading based on anchor type, 5.1 SET-XP epoxy adhesive anchors must be installed in diameter, and embedment; accordance with the manufacturer's published 2. Proof loads by anchor type, diameter, embedment and installation instructions as shown in Figure 1 of this location; report. 3. Acceptable displacements at proof load; 5.2 The anchors must be installed in cracked and uncracked normal-weight concrete having a specified 4. Remedial action in the event of failure to achieve proof compressive strength fl = 2,500 psi to 8,500 psi load or excessive displacement. (17.2 MPa to 58.6 MPa). ESR-2508 I Most Widely Accepted and Trusted Page 6 of 17 5.3 The values of f', used for calculation purposes must 5.14 Since an ICC-ES acceptance criteria for evaluating not exceed 8,000 psi (55.1 MPa) for uncracked data to determine the performance of adhesive concrete. The value of f', used for calculation anchors subjected to fatigue or shock loading is purposes must not exceed 2500 psi (17.2 MPa) for unavailable at this time, the use of these anchors tension resistance in cracked concrete. under such conditions is beyond the scope of this 5.4 Anchors must be installed in concrete base materials report. in holes predrilled with carbide-tipped drill bits 5.15 Use of zinc-plated carbon steel threaded rods or complying with ANSI B212.15-1994. steel reinforcing bars is limited to dry, interior 5.5 Loads applied to the anchors must be adjusted in locations. accordance with Section 1605.2 of the IBC or 5.16 Steel anchoring materials in contact with preservative- Sections 1612.2 or 1909.2 of the UBC for strength treated and fire-retardant-treated wood shall be zinc- design, and in accordance with Section 1612.3 of the coated steel or stainless steel. The coating weights UBC and Section 1605.3 of the IBC for allowable for zinc-coated steel shall be in accordance with stress design. ASTM A153 Class C or D. 5.6 SET-XP epoxy adhesive anchors are recognized for 5.17 Only stainless steel anchors are permitted for exterior use to resist short-term and long-term loads, including exposure or damp environments. wind and earthquake loads, subject to the conditions of this report. 5.18 Special inspection must be provided in accordance 5.7 In structures assigned to Seismic Design Category C, with Sections 4.4 of this report. Continuous special D, E, or F under the IBC or Seismic anchor strength Category C, inspection for overhead installations (vertical up) that comply with the requirements of 2009 IBC Section are designed to resist sustained tension loads must 1908.1.9 or 2006 IBC Section 1908.1.16. be provided in accordance with Section 4.4 of this report. 5.8 SET-XP Epoxy Adhesive Anchors are permitted to be 5.19 SET-XP epoxy adhesive anchors may be used for installed in concrete that is cracked or that may be floor(vertically down), wall (horizontal), and overhead expected to crack during the service life of the anchor, applications. Horizontal and overhead applications subject to the conditions of this report. are limited to use with the 3/8-inch- and 1/2-inch- 5.9 Strength design values shall be established in diameter (9.5 and 12.7 mm) threaded rods and #4 accordance with Section 4.1 of this report. reinforcing bars. 5.10 Allowable design values shall be established in 5.20 SET-XP epoxy adhesive is manufactured and accordance with Section 4.2 of this report. packaged into cartridges by Simpson Strong-Tie Company, Inc., in Addison, Illinois, with quality control 5.11 Minimum anchor spacing and edge distance as well as minimum member thickness and critical edge inspections by CEL Consulting (AA-639). distance must comply with the values described in 6.0 EVIDENCE SUBMITTED this report. 6.1 Data in accordance with the ICC-ES Acceptance 5.12 Prior to installation, calculations and details Criteria for Post-installed Adhesive Anchors in demonstrating compliance with this report must be Concrete(AC308), dated November 2009. submitted to the code official. The calculations and details must be prepared by a registered design 6.2 Data in accordance with NSF/ANSI Standard 61, professional where required by the statutes of the Drinking Water Systems Components-Health Effects, jurisdiction in which the project is to be constructed. for the SET-XP adhesive. 5.13 Fire-resistive construction: Anchors are not permitted 7.0 IDENTIFICATION to support fire-resistive construction. Where not 7.1 SET-XP Epoxy Adhesive is identified in the field by otherwise prohibited in the code, SET-XP epoxy labels on the cartridge or packaging, bearing the adhesive anchors are permitted for installation in fire- company name (Simpson Strong-Tie Company, Inc.), resistive construction provided at least one of the product name (SET-XP), the batch number, the following conditions is fulfilled: expiration date, the name of the inspection agency • Anchors are used to resist wind or seismic forces (CEL Consulting), and the evaluation report number only. (ESR-2508). • Anchors that support gravity load-bearing structural 7.2 Threaded rods, nuts, washers and deformed elements are within a fire-resistive envelope or a reinforcing bars are standard elements and must fire resistive membrane, are protected by approved conform to applicable national or international fire-resistive materials, or have been evaluated for specifications. resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. ESR-2508 I Most Widely Accepted and Trusted Page 7 of 17 TABLE 1-SET-XP EPDXY ADHESIVE ANCHOR INSTALLATION INFORMATION Nominal Rod Diameter d,(inch) Characteristic Symbol Units - 3/8 1/2 5/8 e/4 7/8 1 11/4 Drill Bit Diameter dhow in. /1 5/8 3/4 7/8 1 11/8 13/8 Maximum Tightening Torque Tns, ft-lb 10 20 30 45 60 80 125 Permitted Embedment Depth Range herm,,, in. 23/8 23/4 31/8 31/2 33/4 4 5 Minimun/Maximum hei.max in. 71/1 10 121/2 15 171/2 20 25 Minimum Concrete Thickness hm,,, in. he,+5d, Critical Edge Distance ca, in 3 x he, Minimum Edge Distance cm,,, in 13/4 23/4 Minimum Anchor Spacing smm in 3 6 For SI:=1 inch=25.4 mm, 1 ft-lb=1.356 Nm. TABLE 2-STEEL DESIGN INFORMATION FOR THREADED ROD Nominal Rod Diameter(inch) Characteristic Symbol Units 3/8 1/1 h/4 3/4 7/8 1 11/4 Nominal Diameter d in 0.375 0.5 0.625 0.75 0.875 1 1.25 Minimum Tensile Stress Area A.,. in' 0.078 0.142 0.226 0.334 0.462 0.606 0.969 Tension Resistance of Steel 4525 8235 13110 19370 26795 35150 56200 -ASTM F1554,Grade 36 Tension Resistance of Steel 9750 17750 28250 41750 57750 75750 121125 -ASTM A193,Grade B7 Tension Resistance of Steel-Stainless Steel N;, lb. 8580 15620 24860 36740 50820 66660 106590 ASTM A193,Grade B6(Type 410) Tension Resistance of Steel-Stainless Steel ASTM A193,Grade B8 and B8M(Types 304 4445 8095 12880 19040 26335 34540 55235 and 316) _ Strength Reduction Factor for Tension -Steel Failure' 0 - 0.75 Minimum Shear Stress Area A«. in.2 0.078 0.142 0.226 0.334 0.462 0.606 0.969 Shear Resistance of Steel 2260 4940 7865 11625 16080 21090 33720 -ASTM F1554,Grade 36 Shear Resistance of Steel 4875 10650 16950 25050 34650 45450 72675 -ASTM A193, Grade B7 Shear Resistance of Steel -Stainless Steel ASTM A193,Grade B6(Type Vsa lb. 4290 9370 14910 22040 30490 40000 63955 410) Shear Resistance of Steel -Stainless Steel ASTM A193, Grade B8 and 2225 4855 7730 11425 15800 20725 33140 B8M(Types 304 and 316) Reduction for Seismic Shear 0.87 0.78 0.68 0.68 0.68 0.68 0.65 -ASTM A 307,Grade C Reduction for Seismic Shear 0.87 0.78 0.68 0.68 0.68 0.68 0.65 -ASTM A193,Grade B7 Reduction for Seismic Shear-Stainless Steel ay.., 0.69 0.82 0.75 0.75 0.75 0.83 0.72 ASTM A193,Grade 86(Type 410) Reduction for Seismic Shear-Stainless Steel ASTM A193.Grade B8 and B8M(Types 304 0.69 0.82 0.75 0.75 0.75 0.83 0.72 and 316) Strength Reduction Factor for Shear -Steel Failure' m 0.65 'The tabulated value of 0applies when the load combinations of Section 1605.2.1 of the IBC,Section 1612.2 of the UBC,or ACI 318 Section 9.2 are used. If the load combinations of Section 1909.2 of the UBC or ACI 318 Appendix C are used,the appropriate value of CD must be determined in accordance with ACI 318 D.4.5. • ESR-2508 I Most Widely Accepted and Trusted Page 8 of 17 , TABLE 3-STEEL DESIGN INFORMATION FOR REINFORCING BAR(REBAR) Bar Size Characteristic Symbol Units #4 #5 #6 #7 #8 Nominal Diameter d„ in 0.5 0.625 0.75 0.875 1 Minimum Tensile Stress Area A,,, in.` 0.2 0.31 0.44 0.6 0.79 Tension Resistance of Steel-Rebar(ASTM A 615 Gr.60) N,;, lb. 18000 27900 39600 54000 71100 Strength Reduction Factor for Tension-Steel Failure' 0 - 0.65 Minimum Shear Stress Area As, in.2 0.2 0.31 0.44 0.6 0.79 Shear Resistance of Steel-Rebar(ASTM A 615 Gr.60) Vs° lb. 10800 16740 23760 32400 42660 Reduction for Seismic Shear-Rebar(ASTM A 615Gr.60) av,�.,_. - 0.88 0.84 0.84 0.77 0.77 Strength Reduction Factor for Shear-Steel Failure' 0 - 0.60 'The tabulated value of Oapplies when the load combinations of Section 1605.2.1 of the IBC,Section 1612.2 of the UBC,or ACI 318 Section 9.2 are used. If the load combinations of Section 1909.2 of the UBC or ACI 318 Appendix C are used,the appropriate value of ID must be determined in accordance with ACI 318 D.4.5. TABLE 4-CONCRETE BREAKOUT AND PRYOUT DESIGN INFORMATION FOR THREADED ROD/REBAR ANCHORS Nominal Rod/Rebar Diameter Characteristic Symbol Units - 3 /2"or 5/8'or '/4"or '/8'or 1"or /e #4 #5 #6 #7 #8 1 /4 Nominal Diameter do in. 0.375 0.5 0.625 0.75 0.875 1 1 25 Permitted Embedment Depth Range hefmn, in. 23/8 23/4 31/8 31/7 33/4 4 5 Min./Max, het.ma, In. 71/2 10 121/2 15 17'/2 20 25 Minimum Concrete Thickness he„, in. he,+5do Critical Edge Distance ca, in 3 x hp, Minimum Edge Distance c"„" in. 13/4 23/4 Minimum Anchor Spacing s"„" in. 3 6 Effectiveness Factor for kcc 17 Uncracked Concrete Effectiveness Factor for Uncracked Concrete k° "0f 24 Strength Reduction Factor- Concrete Breakout Failure in Tension' m 0.65 Strength Reduction Factor-Concrete Breakout Failure in Shear' 0 - 0.70 Strength Reduction Factor- Pryout Failure' 0 0.70 'The tabulated values of 0applies when both the load combinations of Section 1605.2.1 of the IBC,Section 1612.2 of the UBC,or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met. If the load combinations of Section 1909.2 of the UBC or ACI 318 Appendix Care used,the appropriate value of m must be determined in accordance with ACI 318 D.4.5(c)for Condition B. ESR-2508 I Most Widely Accepted and Trusted Page 9 of 17 TABLE 5A—SET-XP EPDXY ADHESIVE ANCHOR THREADED ROD BOND STRENGTH DESIGN INFORMATION Nominal Rod Diameter Condition Characteristic Symbol Units 5 ,/,.. /Zn /g "J/4., 7/g 1" 11/4" Temperature Characteristic Bond Strength tk.,,mFr psi 1510 2250 2075 1905 1730 1555 1205 Range 1 for permitted 3 3 Minimum her,m,n 2/8 2/, 3/g 3/2 3/4 4 5 Uncracked Concrete" Embedment in. Depth Range Maximum her,me: 71/2 10 121/2 15 171/2 20 25 Temperature Characteristic Bond Strength5,6 tkp, psi 1165 995 855 760 700 675 675 Range 1 for Permitted 4 5 6 7 8 10 Cracked Minimum ho,, 3 Embedment in Concrete Maximum h 7 Depth Range er.max 71/2 10 121/2 15 171/2 20 25 Temperature Characteristic Bond Strength tk,uner psi 780 1160 1070 980 895 800 625 Range 2 for Permitted Minimum her.,,, 23/8 23/4 31/8 31/,, 31/, 4 5 Uncracked Embedment in. Concrete2.34 Depth Range Maximum henna. 71/2 10 121/2 15 17/;. 20 25 Temperature Characteristic Bond Strengths' tk,cr psi 600 515 440 390 360 350 350 Range 2 for Permitted Cracked Minimum her,,,,„ 3 4 5 6 7 8 10 Concrete2.3.4 Embedment in. Depth Range Maximum her,max 71/2 10 121/2 15 171/2 20 25 Strength Reduction Factor- Dry Concrete OVry,c, 0.65 Continuous Strength Reduction Factor- 0.45 Inspection Water-saturated Concrete Aa1c Additional Factor-Water- 0.57 saturated Concrete Strength Reduction Factor- Dry Concrete Othr.w 0.55 Periodic Strength Reduction Factor- 0.45 Inspection Water-saturated Concrete '-ar'P Additional Factor-Water- Kea P 0.48 saturated Concrete 'Temperature Range 1: Maximum short term temperature of 110°F.Maximum long term temperature of 75°F. 'Temperature Range 2: Maximum short term temperature of 150°F. Maximum long term temperature of 110°F. 'Short term concrete temperatures are those that occur over short intervals(diurnal cycling). Long term temperatures are constant over a significant time period. 4For load combinations consisting of only short-term loads,such as wind or seismic loads,bond strengths may be increased by 72 percent. 'As detailed in Section 4.1.11 of this report,bond strength values for 7/8"anchors must be multiplied by aN se,s=0.80. "As detailed in Section 4.1.11 of this report,bond strength values for 1"anchors must be multiplied by aN,ses=0.92. ESR-2508 I Most Widely Accepted and Trusted Page 10 of 17 , TABLE 5B—SET-XP EPDXY ADHESIVE ANCHOR REBAR BOND STRENGTH DESIGN INFORMATION Nominal Rebar Diameter Condition Characteristic Symbol Units #4 I #5 #6 I #7 #8 Temperature Characteristic Bond Strength Tk,uncr psi 1600 Range 1 for 3 Uncracked Permitted Embedment Depth Minimum he1min 23L, 3,18 3112 33/4 4 Concrete''' Range Maximum hel,max in 10 121/2 15 171/2 20 Temperature Characteristic Bond Strengths' Tk,cr psi 995 855 760 700 675 • Range 1 for Cracked Permitted Embedment Depth Minimum he,,m,n 4 5 6 7 8 Concrete" Range Maximum hermex in 10 12'/2 15 171/2 20 Temperature Characteristic Bond Strength Tk,uncr psi 825 Range 2 for 1 - 3 Uncracked Permitted Embedment Depth Minimum hal.min 231, 3/B 31/2 3 1, 4 a in. ConConcrete"' Ran 9 Maximum hel.max 10 121/2 15 171/2 20 Temperature Characteristic Bond Strength''' Tk,cr psi 515 440 390 360 350 Range 2 for Cracked Permitted Embedment Depth Minimum he,,m,,, 4 5 6 7 8 Concrete"' Range Maximum het,max in 10 121/2 15 171/, 20 Strength Reduction Factor-Dry Concrete rYc 0.65 Continuous Strength Reduction Factor-Water- �h Inspection saturated Concrete y�set,cl 0.45 Additional Factor-Water-saturated Ksal,c, 0.57 Concrete Strength Reduction Factor-Dry Concrete Qtrvp, 0.55 Periodic Strength Reduction Factor-Water- ,/, Inspection saturated Concrete Osa,.pi 0.45 Additional Factor-Water-saturated KsaLpi 0.48 Concrete 'Temperature Range 1:Maximum short term temperature of 110°F. Maximum long term temperature of 75°F. 2Temperature Range 2: Maximum short term temperature of 150°F. Maximum long term temperature of 110°F. 'Short term concrete temperatures are those that occur over short intervals(diurnal cycling). Long term temperatures are constant over a significant time period. tor load combinations consisting of only short-term loads,such as wind or seismic loads,bond strengths may be increased by 72 percent. 5As detailed in Section 4.1.11 of this report,bond strength values for#7 rebar anchors must be multiplied by aN,se,s=0.80. 6As detailed in Section 4.1.11 of this report,bond strength values for#8 rebar anchors must be multiplied by aN,se,,=0.92. ESR-2508 I Most Widely Accepted and Trusted Page 11 of 17 TABLE 6—EXAMPLE SET-XP EPDXY ADHESIVE ANCHOR ALLOWABLE STRESS DESIGN TENSION VALUES FOR ILLUSTRATIVE PURPOSES Effective Allowable Nominal Anchor Drill Bit Embedment Tension Load, Diameter,de Diameter,dbme Depth,he, N„/a (inches) (inches) (inches) (Ibs) 3/e 1/2 23/8 1929 1/2 5/8 23/4 2405 5/8 3/4 31/8 2910 3/4 7/8 31/2 3450 7/8 1 33/4 3825 1 11/8 4 4215** 11/4 13/8 5 5892 Design Assumptions: 1.Single Anchor with static tension load only. 2.Vertical downward installation direction. 3. Inspection Regimen=Continuous. 4. Installation temperature=50-110 F. 5.Long term temperature=75 F. 6.Short term temperature= 110 F 7.Dry hole condition-carbide drilled hole. 8.Embedment=herm,r, 9.Concrete determined to remain uncracked for the life of the anchorage. 10. Load combinations from ACI 318 Section 9.2(no seismic loading). 11. 30%Dead Load(D)and 70%Live Load(L);Controlling load combination is 1.2 D+ 1.6L 12.Calculation of a based on weighted average:a= 1.2D+1.6L=1.2(0.3)+1.6(0.7)= 1.48 13. Normal weight concrete:f'e=2500 psi 14.ca,=ca2?ca 15.h **Illustrative Procedure(reference Table 2,4 and 5 of this report): 1"SET-XP Epoxy Adhesive Anchor(ASTM A193,Grade B7 Threaded Rod)with an Effective Embedment,he,=4" Step 1:Calculate Static Steel Strength in Tension per ACI 318 Section D.5.1 = ms,Nsa=0.75 x 75,750=56,810 lbs. Step 2:Calculate Static Concrete Breakout Strength in Tension per ACI 318 Section D.5.2= AbNcb=0.65 x 9,600=6,240 lbs. Step 3:Calculate Static Pullout Strength in Tension per Section 4.1.4 of this report= 6ANa=0.65 x 19,540= 12,700 lbs. Step 4:The controlling value(from Steps 1,2 and 3 above)per ACI 318 Section D.4.1.2= t■e=6,240Ibs. Step 5:Divide the controlling value by the conversion factor a per section 4.2.1 of this report: Tauowabie.ASO=O`1,/a=6,240/1.48=4,215 lbs. TABLE 7—INSTALLATION DETAILS FOR THREADED ROD ANCHORS Anchor Drill Bit Diameter Diameter" Brush Part Nozzle Part Dispensing Tool Adhesive Retaining (in) (in) Number Number Part Number Cap Part Number' 3/8 /z ETB6 ARC37-RP25 1/2 S/e ETB6 _ ARC50-RP25 5/8 3/4 ETB6 ARC62-RP25 3/4 '/e ETB8 EMN22i CDT10,EDT22B, EDT22AP, ARC75-RP25 EDT22CKT, EDT56AP /8 1 ETB10 ARC87-RP25 1 1'/8 ETB10 ARC100-RP25 1'/4 13/8 ETB12 ARC125-RP25 For SI:=1 inch=25.4 mm. 'Rotary Hammer must be used to drill all holes.2Drill bits must meet the requirements of ANSI B212.15. 'Adhesive Retaining Caps are to be used for horizontal and overhead anchor installations only ESR-2508 I Most Widely Accepted and Trusted Page 12 of 17 , TABLE 8—INSTALLATION DETAILS FOR REINFORCING BAR ANCHORS Anchor Drill Bit Diameter Diameter'2 Brush Part Nozzle Part Dispensing Tool Adhesive Retaining (in) (in) Number Number Part Number Cap Part Number' #4 5/e ETB6 ARC50-RP25 #5 3/4 ETB6 ARC62-RP25 #6 '/8 ETB8 EMN22i CDT10,EDT22B,EDT22AP, ARC75-RP25 EDT22CKT,EDT56AP #7 1 ETB10 ARC87-RP25 #8 11/8 ETB10 ARC100-RP25 For SI:=1 inch=25.4 mm. 'Rotary Hammer must be used to drill all holes. Drill bits must meet the requirements of ANSI B212.15. 3Adhesive Retaining Caps are to be used for horizontal and overhead anchor installations only. TABLE 9—CURE SCHEDULE' Concrete Temperature Gel Time Cure Time' (°F) (°C) (minutes) (hours) 50 10 75 72 70 21 45 24 90 32 35 24 110 43 20 24 For SI:= 1°F=(c x 9/5)+32. For water-saturated concrete,the cure times should be doubled. ESR-2508 I Most Widely Accepted and Trusted Page 13 of 17 © HOLE PREPARATION For horizontal,vertical and overhead aaplicatims. 111111 -.• seconds 14 cycles �}t seconds Imin.l (man.) x (min.) 11°' f rh w�. T ctT to••I aQ,.Illlrlllyr�: •:'-° 'Y,.. �r. ''.7 L-+ry 80 - .•a. a� 8U - ,psi min. . - I psi min.•v 1.Drill-Drill hide to 2.Blow-Remove dust from hole 3.Brush-Cean with a nylon 4.Bbw--Remove dust from hale specified diameter with oil-free compressed air brush for a minimum of 4 with oil-tree compressed air and depth. for a minimum cf 4 seconds. cycles.Brush should provide for a minimum of I seconds. Compressed air nozzle MUST resistance to insertion.If no Compressed air nrnle MUST reach the bottom of the hole. resistance is felt,the brush is mach the bottom cf the hole. worn and must bs replaced. Note:Refer to Tables A and B for paper dril bit size and brush part number. © CARTNmBE PREPARATION ■ ( 1.Check-Check cartridge 2.Open-Open / - =° expiration Aare On not cartridge per ----� use expired product. pacerge � �� Product is usable instructions until end of printed 3.Made-Attach proper 4.Insert-Insert cartridge 5.Disperse-D spense adhesive expiration month. Simpson Strung-Tie® into dispensing tool. to the side uttil properly nozzle to car:ridge. mixed(uniform cobr). Ito not modify nozzle Nate:Review MSDS prior to use.Refer to Tables A and B for proper nozzle and dispensing tool part number.Refer to Tables C and E for proper achcsivc storage tcmpcmtr.res.permitted concrete tcmperat.rrc rang;and adhesive gel times, © FILlNIG THE HOLE: Vertical Arclearage Prepare the hole per instructicres"Hole Preparation` Dry and Damp Holes 1.Fill-Fill hole lh-0,4 il ii Insert-Insert 2.Insert-Insert 3.Do not disturb- , . full,starting hum the amyl.oil free Du rut disturb, botom to prevent air anchor,tumirg load or torgue x r pockets.Wrt'drawr °: slowly until the ,� anchor until '°:• nozzle as lisle fills 1ti_ ' • anchor contacts : `°.z fully cored. •9 •. up.Nozzle extensions the bottom of n1 mar be needed for -l' the hole. �°.: :• l�} deep holes. .•'_ :I. :e 4" • i:_ do Throated ran or rebut Note:Refer to Table C for p'oper ge times and cure limes and Table D for maximum tightening torgue. © !RUNG THE HOLE: Horizontal and overheadArchorage Prepare the hole per instructicrts'Hole Preparation" , , a $r Threaded , Threaded ,,?a.v.o •i:e°":R . ;.4,:s;+..v' rod or -. ,,p-'` rod or Ill-e. ', ,;r, ��,� '.. rebar ,'•;; rebar ?°O♦vi no.1- l'/.••.y.•:e-• pe.,, III a}. -w"°`,. 1.Install-Install Simpsot 2.rill-rill hole 4-34 full,starting 3.faecal-Insert dean,oil free enchor, 4.Do not dialurtrpo not disturb, Strong-Tree MC adhesive from the bottom to prevent air tuning slowly until the anchor load or torque archer until fully retaining cap.(ARC pockets.Wihdraw ionic as contacts the bottom of the(role. cured. inquired.Refer to Tables lurk fills up.Nucdc exlcusiuia A and B.) may be needed for deep halts. Note:Refer to Table C for p•oper ge times.and cure times and Table D for matimum tightening torgue. FIGURE 1—INSTALLATION DETAILS ESR-2508 I Most Widely Accepted and Trusted Page 14 of 17 , Table A-Installation Details for Threaded Rod Anchors Anchor Drill Bit�r Brush Paul Hawk Putt Distansiny Teal Adhesive Retaining Diameter Diameter Number Number Part Number Cap Part Number' (m) (in) 'i ' ETB6 ARC37-RP25 h _ siL ETB6 ARC5O-RP25 Vs Y ETB6 CDTIO,EDT22B, ARC62-RP25 y % ETB8 EMN22i IDT22AP, ~ ARC75-RP25 — EDT22CKT, • h 1 ETBIO EDT56AP ARC87-RP25 1 1'A ET810 ARC100-RP25 1'A. 1% ETB12 ARC125-RP25 1.Rotxv Hammer must be used to dril al holes. 2.Drill bts must meet the requirements ot ANSI 821215 3.Adhesive Retaining Caps are to be used tar hnr¢orlal and overlaid anchor insta la ions ony. Table B-Installation Details for Reinlarcing Bar Anchors Anchor Drill Bit Brow Part Neale Part dispensing Tool Adhesive Retaining Diameter Diameter" Member Number Part Number Cap Part Number' (in) (In) _ t4 bb ETB6 ARC50-RP25 /5 3 ETB6 (7)T10,EDT22B. ARC62-RP25 /6 r' EMS EMtiu3i EDT22AP' ARC5-RP25 EDT22CKT, it/ 1 EIB10 EUT56AP ARCS/-RP25 /8 11/2 ETB10 ARC100-RP25 1.Rotary Hammer must be used to dril al holes 2 Drill bts must meet the requirements ot ANSI 8212.15. 3.Adhesive Retaining Caps are to be used tar horizontal and overlord anchor Ida lat ions only. Table D-Anchor Tightening Torque.Embedineol Depth and Placement Details Macimem Wk.1Ob. Mac-Ens. M•.Anchor Mimi Edge Mil.Concrete Anchor Tighleni g Tergae Depth Depth Spacing Distance Thickness Dissector(�) Tr home ba n Iwo Cr. hr,. (tt-lb) (1e) (in) (to) (in) (m) % 10 2' 71 /2 20 23'i 10 14 30 3% 12'k 3 1% 'A 45 3% 15 h„+5d, s 60 334 171 1 80 4 20 1'A 125 5 25 6 I 23/4 Table C-Cure Schedule Table E-Storage Information Concrete Temperature Gel Time taro Brno' Storage Temperature Shelf Ub en (°t:) (raitrles) (hairs) (°E) (°C) (meths) e0 10 /5 Pl 45to90 7to32 24 70 21 45 24 90 32 35 24 110 43 20 24 1.For water-saturated concrete,the care times sheuld be doubled. FIGURE 1—INSTALLATION DETAILS(Continued) ESR-2508 I Most Widely Accepted and Trusted Page 15 of 17 650 lb. 27516.if a single'h'diameter ASTM A193 Grade B7 anchor rod in 27516. SET-XPT"epoxy adhesive with a minimum 4'/i embedment(het=41/2') installed 13/'from the edge of a 12'deep spandrel beam is adequate for • a service tension load of 650 lb.for wind and a reversible service shear 41/2' load of 275 lb.for wind.The anchor will be in the tension zone,away from other anchors in f'c=3,000 psi normal-weight concrete(dry).The anchor will be subjected to a maximum short-term temperature of 1101=and a maximum long-term temperature of 75'F.Continuous inspection will be provided. • • Note:Rebar not shown for clarity. CALCULATIONS AND DISCUSSION REFERENCE CALCULATIONS AND DISCUSSION REFERENCE 1.Determine the Factored Tension and 4.Concrete breakout capacity Shear Design Loads: AC(318,921 under tension loading: 0.5.2 Nua=1.6 W=1.6 x 650=1.040 lb. $Ncb NO3 Eq.(0-1) Vua=1.6W=1.6x275=440 lb. N AN, W W 0' N N h Eq : cp. 4 (D-0) ANco 2.Design Considerations: 0.4.1.2 where: This is a combined tension&shear interaction no=kei chet" Eq.(0-7) problem where values for both$Nn and 4Va need substituting: to be determined.4"Nn is the lesser of the design tension strength controlled by steel(4Ns,1). $Ncb="h ANc 'Veri.N'Vc6"'pcp,1,kc'Jchef's concrete breakout(1Ncb).or adhesive($N3). Arden $Vn is the lesser of the design shear strength controlled by:steel(4VL1).concrete breakout where: l kVcb},or pryout($lien/. k =-k =17 Table 4 c u (Anchor is installed in a tension zone.therefore. cracking is assumed at service loads) 3.Steel capacity under tension loading: 71.5.1 9'ep gl=1.0 0.5.2.7 $Nsa?Nua Eq.(D-1) ca 0.7,0.3 1.Shet when c 1.5 h Eq. 0-11 Nsa=17,750 lb. Table 2 �N- 1.She1 amin< et 9 f 1 $=0.75 Table 2 by observation.ca min<1.5hc1 n=1(single anchor) 1.75 Wedv=0.7 r-+ =0.78 Calculating for$N5,1: 1.5(4.5) $N„=0.75 x 1 x 17.750=13.313 lb. 1.040 lb.-OK W N=1.0 0.5.2.6 (assuming cracking at service loads) $=0.65 for Condition U Table 4 (rho supplementary reinforcement provided) AM-p=9het' Eq.(0-6) = 9(4.51' =182.25in? AK.=(cat+1.5he,)(2 X 1.5he1) Fig.RD.5.21(a) =(1.75+1.5(4.5)1(2 x 1.5(4.5)) =114.75 in? A -114.75 =0.63 Ae o 182.25 Calculating for$Neb: $Web=0.65 x 0.63 x 1.0 x 0.78 x 1 x 17 x Section 5.3 N2,500 x(4.5)"=2,592 lb.>1,040 lb.-OK FIGURE 2-EXAMPLE CALCULATIONS ESR-2508 I Most Widely Accepted and Trusted Page 16 of 17 , CALCULATIONS AND DISCUSSION REFERENCE CALCULATIONS AND DISCUSSION REFERENCE 5.Adhesive anchor capacity under tension loading: Section 4.1.4 8.Concrete breakout capacity under shear loading: 0.6.2 (1'N, ? N,,, Eq.(0-1) 9Vcb?Voa Eq.(0-2) Na=ANa 4'ed,Na4'p.N,Nao Eq.(0-16a) AVc ANao Vcb= 4 ed.V 4 c,V Vb Eq.(D-21) Ayco Na,= `kcrndhel=99590.5)(4.5)=7.033 lb. Eq.(0-16f) 1 where: 1 semi=20d 1450 `3h81 Eq.(0-16d) Vb=7( !_)2�o 4c ca l's Eq.(D-24) o sc,,Na=(20)(0.5) 2250 =12.46 in.s 3he1=13.5 in. Table 5 substituting: 1 AVc ((e\az +Vcb=4 4'ed,V4'c.V7 l ��o�fccal''S strive=12.46 in. yco scr,Na_12.46 where: ccr,va= 2 - 2 =6.23 in. Eq.(D-16e) 4=0.70 for Condition B At,,,,=(sc,,pa)'=(12.46)2=155.25 in.2 Eq.(0-16c) (no supplementary reinforcement provided) D4.4(c)(i) ANa=(cat+cccva)(scr,N&)_(1.75+6.23)(12.46)=99.43 in., Avco=4 5cata Eq.(D-23) camin =4.5(1.75)1 4'edNa=(0.7+0.3 ccr,,Na) 1.0 Since ca,,,o<cc,g, Eq.(0-16m) : A Vco=13.78 in.' t edlva=(0.7+0.3 ca,min)=(0.7+0.3 1.75)=0.78 Ave=2(1.Scat)(1.5cat) Fig.RD.6.2.1(a) ccr,N2 6.23 =2(1.5(1.75))(1.5(1.75)) 'V pd,=1.0 AC308 D.5.3.14 AVc=13.78 in.2 4=0.65 for dry concrete Table 5 Aye = 13.78 =1 D.6.2.1 AVco 13.78 Calculating for d'N,: 99.43 Wed,v=1.0 since cs>1.5cai Eq.(D-27) ON,= 0.65x 155.25 x 0.78 x 1 x 7,033=2,284 lb>1,040 lb.-OK c,V=1.0 116.2.7 (assuming cracking at service loads) 6.Check all failure modes under tension loading: D.4.1.2 do=0.5 in. Summary: (o=ado=8(0.5)=4 M. D.6.2.2 Steel capacity = 13,313 lb. Concrete breakout capacity = 2,592 lb. cat=1.75 M. Adhesive capacity = 2.284 lb.4-Controls V 0.70 x 1 x 1 x 1 x 7 x \..)°'x 0 5 Section 5.3 Web ` :.pNo=2,284113.as adhesive capacity controls xN'2,500x(1.75)'5=608 lb.>440 lb.-OK 7.Steel capacity under shear loading: 0.6.1 0Vs,,?Vea Eq.(0-2) 9.Concrete pryout capacity Section 4.1.7 Vsa=10,650 lb. Table 2 Vcp=mint kc pAla:keoNcb) Eq.(D-30a) 0=0.65 Table2 kcp=2.0 for het: 2.5' Calculating for Otis,: Na=3,514 lb.from adhesive-capacity calculation without p factor 4Vsa=0.65 x 10,650=6,923 lb.>440 lb.-OK Nth=3,988 lb.from concrete-breakout calculation without 0 factor Vcp=(2.0)(3,514)=7,028 lb.controls p=0.7 Table4 pVcp=(0.7)(7,028)=4,920 lb.>440 lb.-OK FIGURE 2-EXAMPLE CALCULATIONS(Continued) ESR-2508 I Most Widely Accepted and Trusted Page 17 of 17 CALCULATIONS AND DISCUSSION REFERENCE 10.Check all failure modes under shear loading: 0.4.1.2 Summary: Steel capacity = 6,923 lb. Concrete breakout capacity = 608 lb. Controls Pryout capacity - 4,920 lb. :. fin=600lb.as concrete breakout capacity controls 11.Check interaction of tension and shear forces: If 0.2 01/5_>Via then the MI tension design strength is permitted. 07.1 By observation,this is not the case. It 0.2 Olin?N..then the full shear design strength is permitted D_72 By observation,this is not the case. Therefore: Nu + Vim <1.2 Eq.(D-311 4Nn fit/ 1,040 440 =0.46+0.72=1.18<1.2-OK 2,284 608 12.Summary A single'h"diameter ASTM A193 Grade 137 anchor rod in SET-XP' epoxy adhesive at a 414"embedment depth is adequate la resist the applied service tension and shear loads of 55d lb.and 275 lb-, respectively. FIGURE 2—EXAMPLE CALCULATIONS(Continued) • Company : Mar 6, 2012 Designer : DKB 3:52 PM Job Number : ND1198.00 Typical Tee Frame(High Seismic) Checked By: __ Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs i 97 J Include Shear Deformation Yes_ Merge Tolerance(in) 1.12 _ P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code _ l A1SC 360-05: LRFD(Direct Analyses Method) Cold Formed Steel Code 1 AISI NAS-01:ASD Wood Code AF&PA NDS-05:ASD Wood Temperature i<100F Concrete Code {ACI 318-05 Masonry Code 1 ACI 530-05:ASD 1 Aluminum Code AA ADM1-05: ASD Number of Shear Regions 4 Region Spacing Increment(in) 14 Concrete Stress Block ' Rectangular Use Cracked Sections !Yes Bad Framing Warnings No Unused Force Warnings i Yes Hot Rolled Steel Properties Label E[ksi] G[ksi] Nu Therm 01E5 F) Density[klft^3] Yield[ksi] 1 A36 G r.36 29000 11154 .3 .65 .49 36 2 A572 Gr.50 ! 29000 11154 i .3 _ .65 .49 - 50 __J 3 A992...___ __. 29000 11154 .3 .65 .49 50 4 I A500 Gr.42 29000 11154 .3 .65 1 A9 42 5 A500 G_r..46 29000 11.1.54 .3 .65____ t .49 46 6 i A53 _i 29000 11154 .3 .65 I .49 1 35 1 Hot Rolled Steel Section Sets _ Label . Shape Type Design List Material Design Rules A[in2] I(90270)_[i...I(0,180)1in4] 1 Beam - W 12X53 Beam Wide Flange A992 Typical 15.6 95.8 425 2 Column PIPE 12.0X Column Pipe _-A53 Typical 17.9 • 339 339 1 Joint Coordinates and Temperatures Label X.fft]-- Y jft] Temp[F] 1 N1 .. ._ 0 _ 3.25 0 2 N2 0 ' 18.25 0 3 N3 -17.75 19.75 0 4 N4 18.25 16.63 0_ Joint Boundary Conditions Joint Label X[k/in] Y[kin] Rotation[k-Wrad] Footing 1 N1 Reaction Reaction Reaction Member Primary Data Label I.Joint . J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 N1- _N2 Column Column Pipe _ A53 Typical 2 M2 N3 N2 Beam 1 Beam ' Wide Flange - A992 Typical 3 M3 N2 N4 Beam Beam Wide Flange A992 Typical RISA-2D Version 10.0.0 [H:\...\...\...\Typical Tee Frame -WShape Beam to Pipe Column - High Seismic.rF2site 1 Company Mar 6,2012 - Designer : DKB 3:52 PM Job Number : ND1198.00 Typical Tee Frame(High Seismic) Checked By: Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed- 1 Dead _ None -1 2 2 1, Roof Live None 2 . 3 . Seismic (Lateran . None .. _ -667.. -.2 2 ! j • 4 I Seismic (Max Down) r None 2 5 Seismic (Max Up,)_ .__ None .2 2 Member Distributed Loads (BLC 1 : Dead) Member Label Direction Sian Magnitudejk/ft,d..End Magnitude[k/ft,d... Start Location[ft,%j End Locationjft,%] 1 . M2 Y -_21 . -.21 0 0 2 M3 Y -.21 -.21 0 0 Member Distributed Loads (BLC 2 : Roof Live) Member Label Direction Start Magnitude[k/ft,d..End Magnitude[k/ft,d... Start Location[ft,%] End Location[ft,%] 1 M2 Y -.324 -.324 0 0 2 M3 Y -.324 1 -.324 0 I 0 Member Distributed Loads (BLC 3 : Seismic (Lateral)) Member Label Direction Start Magnitude[k/ft,d..End Magnitude[k/ft,d... Start Location[ft,%o] End Location[ft,%] _ 1 M2 X .14 .14 0 0__--._ .__._..._ 2 M3 X 14 .14 0 I 0 Member Distributed Loads (BLC 4 : Seismic (Max Down)) Member Label Direction Start Magnitude[k/ft,d..End Magnitude[k/ft,d... Start Location[ft,%] End Location[ft,%] 1 M2 Y -.042 -.042 0 0 2 I M3 _._.Y---- -.042 -.042 0 0 Member Distributed Loads (BLC 5 : Seismic (Max Up)) Member Label Direction Start Magnitude[k/ft,d..End Magnitude[k/ft,d..._ Start Location[ft,%] End Locationjft%] 1 , M2 Y .042 .042 0 0. 2 M3 - Y .042 .042 1 0 0 Load Combinations Description Solve PDelta SR...BLC Factor BLC Factor BLC Factor,BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 1.4 Dead Yes Y 2 i 1.2D+ 1.6Lr Yes 1 Y ! 1 1.21 2 1 1.6 ! 1 1 i 3 1.2D+1.0 E(Down) Yes .. Y_ •:..-_. ._. 1 ._ 1.2 . 3_r 1 4 1 - i 4 11.2 D-1.0E(Down) Yes Y 1 1.2 • 3 -1 14 i 1 F-1- [ 7 !-t__ �-I 5 1.2D+1.0 E(Up) Yes Y 1 1.2 3 1 5 1 _ i -1- TI- ; 61 1.2D+1.0 E(Up) Yes Y . ' 1 : 1.23 -1 1. 5 , 1 I I- I 1 __�-1 7 0.9 D+1.0 E(Down) Yes Y 1 .9 3 i 1 I.4 j i 1_. i _.._._...9 3 8 10.9D- 1.0 E(Down),' Yes Y 1 -t -T 9 0.9 D+1.0 E(Up) Yes Y 1 .9 3 1 5 1 10 0.9D-1.OE(Up) Yes Y 1 .9 3 -1 5 1 1 1 , T _ 1 Envelope Member Section Forces Member Sec Axial[k] LC . Shear[k] LC Moment[k-ft] LC 1 M1 1 , max 31.237 7.082 3 - 104.464 3 2 min 7.294 ; 10 -7.069 4 1 -98.546 ; 10 3 2 max . 30.963 2 _ 6.93 3 , 78.191 3 4 min i 7.134 1 10 . -6.917 ! 4 -72.545 1 10 ! RISA-2D Version 10.0.0 [H:\...\...\...\Typical Tee Frame-WShape Beam to Pipe Column - High Seismic.l2elbe 2 I , • Company : Mar 6,2012 Designer : DKB 3:52 PM Job Number : ND1198.00 Typical Tee Frame(High Seismic) Checked By: Envelope Member Section Forces (Continued) Member Sec Axial[k] LC _Si Warps] LC Momentik-ftj LC 5 . 3 max 30.688 2 , 6.778 3 , 52.49 _ffi i 6 , ' min 6.974 ! 10 _I -6.765 I 4 I -47.116 I 10 I , 7 4 msu 30.414 2 6.625 3 .,' 27.359 3 , _______ 8 min 6.814 1 10 f -6.612 1 4 I -22.258 I 10 I ' 9 MC. 30.14 :,,_ 2 6.473 3 __._ 7.367 4 2 ; 10 1-5- .... min 6.655 I 10 I. -6.46 I 4 1 1.276 I 9 I 11 M2 1 max 0 1 .021 - 6 0 _I 1 121 min +----- 0 I 1 ! -.004 I 2T 0 1 Li 1 2 max_ .916 , ___3 4_ -.731 ; 9 _...; 8.26 ______,2 14T - Lmin -.709 1- 10 I -3.705 --1- 2 I 1.581 1- 9 I 1.833 3 , -1.482 9 ..._ 33.003 2 - 4_ . - 16 I min ' -1.419 I 10 ' -7.407 1 2 1 6.508 1 9 1 _17 4 max 2.749 1 3 _. _ -2.234 9 .. _ 74.23 2 18 - 4 min -2.128 I 10 I -11.108 1 2 1 14.782 • 9 1 • ; 19 5 max 3.666 3 -2.985 i_. 9 131.94 2 20 I min -2.837 1 10 1 -14.809 i 2 r- 26.402 1 9 1 21 M3 1 max 2.903 ,_ 1_9_ t_ 15.214 1 2 139.306 _4___ 2 T 22 ; min -3.798 I 3 i 3.049 -1-- 9 J 27.678 I 9 1 23 2 mu ,.- 2.177 . „ 10 - 11409 2 78.333 T 2 24 min -2.848 , 3 ' 2.28 , 9 , 15.474 4-' 25 3 max , 1.451 10. . 7.603 2 34.791 2 26 , 1 min -1.899 I' 3 1 1.511 ; 9 , 6.793 1 9 1 27 .. .. A..._ .., max .726 10 3.798 2 8.68 2 28 1 min -.949 ! 3 f .741 1 9 I 1.635 T 9 1 29 • 5 max 0 1 -.002 1 0 1 30 I min . 0' 1 -.035 ; 3 0 1- 1 1 Envelope Joint Reactions Joint ._Xlkj Lc Y LK LC Moment tk-ft] IX_ 1 N1 max 6.9413 10 - 31.237 2 104464 3 2 min -6.948 3 i 7.294 10 -98.546 I 10 I 3 Totals: . max 6.948 10 • 31.237 2 4 1 min 1 -6.948 3 I 7.294 , 10 1 1 Envelope AISC 360-05: LRFD Steel Code Checks Member Shape Code Check Local' LC Shear..Loral_Lc,phi*Pnc_phi*Pnt...phi*Mn ..Cb Elm__ 1 M1 PIPE 12.0X .581 0 3 .042 0 ! 3 '516.578 563.85 184.2751...H1-1b. 2 M2 W12-X53 • .453 117.8.1 2 .119 I-17.8131 2 *7.441! 702 292.125 2...H1-161 3 M3 W12X53 .478 0 2 .122 0 2 ;394.805 702 292.125 2...H1-1b RISA-2D Version 10.0.0 [H:\...\...\...\Typical Tee Frame -WShape Beam to Pipe Column - High Seismic.Palte 3 EZ ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1917 Reissued May 1, 2011 This report is subject to renewal in two years. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE (0.0002 inch) zinc plating. The expansion elements for the Section:03 16 00—Concrete Anchors carbon and stainless steel KB-TZ anchors are fabricated from Type 316 stainless steel. The hex nut for carbon steel REPORT HOLDER: conforms to ASTM A 563-04, Grade A, and the hex nut for stainless steel conforms to ASTM F 594. HILTI, INC. The anchor body is comprised of a high-strength rod 5400 SOUTH 122ND EAST AVENUE threaded at one end and a tapered mandrel at the other TULSA,OKLAHOMA 74146 end. The tapered mandrel is enclosed by a three-section (800)879-8000 expansion element which freely moves around the www.us.hilti.com mandrel. The expansion element movement is restrained HiltiTechEnq(a)us.hilti.com by the mandrel taper and by a collar. The anchor is EVALUATION SUBJECT: installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL drawn into the expansion element, which is in turn ANCHORS IN CRACKED AND UNCRACKED CONCRETE expanded against the wall of the drilled hole. 3.2 Concrete: 1.0 EVALUATION SCOPE Normal-weight and sand-lightweight concrete must Compliance with the following codes: conform to Sections 1903 and 1905 of the IBC. • 2009 and 2006 International Building Code®(IBC) 3.3 Steel Deck Panels: • 2009 and 2006 International Residential Code®(IRC) Steel deck panels must be in accordance with the Property evaluated: configuration in Figure 5 and have a minimum base steel thickness of 0.035 inch (0.899mm). Steel must comply with Structural ASTM A 653/A 653M SS Grade 33 and have a minimum 2.0 USES yield strength of 33,000 psi (228 MPa). The Hilti Kwik Bolt TZ anchor (KB-TZ) is used to resist 4.0 DESIGN AND INSTALLATION static, wind, and seismic tension and shear loads in 4.1 Strength Design: cracked and uncracked normal-weight concrete and sand- lightweight concrete having a specified compressive 4.1.1 General: Design strength of anchors complying strength, f'c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 with the 2009 IBC and Section R301.1.3 of the 2009 IRC MPa); and cracked and uncracked normal-weight or sand- must be determined in accordance with ACI 318-08 lightweight concrete over metal deck having a minimum Appendix D and this report. Design strength of anchors specified compressive strength, f'c, of 3,000 psi complying with the 2006 IBC and Section R301.1.3 of the (20.7 MPa). The anchoring system complies with 2006 IRC must be in accordance with ACI 318-05 requirements for anchors installed in hardened concrete as Appendix D and this report. Design parameters provided in described in Section 1912 of the IBC. The anchoring Tables 3 and 4 of this report are based on the 2009 IBC system is an alternative to cast-in-place anchors described (ACI 318-08) unless noted otherwise in Sections 4.1.1 in Sections 1911 of the IBC. The anchors may also be through 4.1.11. used where an engineered design is submitted in The strength design of anchors must comply with ACI accordance with Section R301.1.3 of the IRC. 318 D.4.1, except as required in ACI 318 D.3.3. Strength 3.0 DESCRIPTION reduction factors, ib as given in ACI 318 D.4.4 and noted in Tables 3 and 4 of this report, must be used for load 3.1 KB-TZ: combinations calculated in accordance with Section KB-TZ anchors are torque-controlled, mechanical 1605.2.1 of the IBC and Section 9.2 of ACI 318. Strength expansion anchors. KB-TZ anchors consist of a stud reduction factors, 0, as given in ACI 318 D.4.5 must be (anchor body), wedge (expansion elements), nut, and used for load combinations calculated in accordance with washer. The anchor (carbon steel version) is illustrated in ACI 318 Appendix C. An example calculation is provided in Figure 1. The stud is manufactured from carbon steel or Figure 7. The value of fc used in the calculations must be AISI Type 304 or Type 316 stainless steel materials. limited to a maximum of 8,000 psi (55.2 MPa), in Carbon steel KB-TZ anchors have a minimum 5 pm accordance with ACI 318 D.3.5. l('('-ES Evaluation Reports are not to be construed as representing aesthetics or any other our:butes not specifically addressed,nor are they to be construed s_—£1 as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service.LL(',express or implied,as to any finding or other matter in this report,or as to any product covered by the report -,,,,,,,,_ Copyright O 2011 Page 1 of 11 ESR-1917 I Most Widely Accepted and Trusted Page 2 of 11 4.1.2 Requirements for Static Steel Strength in Table 4 of this report and must be used in lieu of the Tension: The nominal static steel strength, Nsa, of a single values derived by calculation from ACI 318, Eq. D-20. The anchor in tension must be calculated in accordance with shear strength Vsa,deck of the carbon-steel KB-TZ as ACI 318 D.5.1.2. The resulting Nsa values are provided in governed by steel failure of the KB-TZ installed in the soffit Tables 3 and 4 of this report. Strength reduction factors 0 of sand-lightweight or normal-weight concrete on steel corresponding to ductile steel elements may be used. deck floor and roof assemblies, as shown in Figure 5, is 4.1.3 Requirements for Static Concrete Breakout given in Table 3. Strength in Tension: The nominal concrete breakout 4.1.6 Requirements for Static Concrete Breakout strength of a single anchor or group of anchors in tension, Strength in Shear: The nominal concrete breakout Ncb or Nag, respectively, must be calculated in accordance strength of a single anchor or group of anchors in shear, with ACI 318 D.5.2, with modifications as described in this Vcb or Vcbg, respectively, must be calculated in accordance section. The basic concrete breakout strength in tension, with ACI 318 D.6.2, with modifications as described in this Nb, must be calculated in accordance with ACI 318 section. The basic concrete breakout strength, Vb,must be D.5.2,2, using the values of her and kcr as given in Tables 3 calculated in accordance with ACI 318 D.6.2.2 based on and 4. The nominal concrete breakout strength in tension the values provided in Tables 3 and 4. The value of le used in regions where analysis indicates no cracking in in ACI 318 Eq. D-24 must be taken as no greater than the accordance with ACI 318 D.5.2.6 must be calculated with lesser of he,or 8da. kuncr as given in Tables 3 and 4 and with 4ic.N= 1.0. For carbon steel KB-TZ anchors installed in the soffit of For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figure 5, floor and roof assemblies, as shown in Figure 5, calculation of the concrete breakout strength in shear is not calculation of the concrete breakout strength is not required. required. 4.1.7 Requirements for Static Concrete Pryout 4.1.4 Requirements for Static Pullout Strength in Strength in Shear: The nominal concrete pryout strength Tension: The nominal pullout strength of a single anchor of a single anchor or group of anchors, Vcp or Vcpg, in accordance with ACI 318 D.5,3.1 and D.5.3.2 in cracked respectively, must be calculated in accordance with ACI and uncracked concrete, Np,cr and Np,uncr, respectively, is 318 D.6.3, modified by using the value of kcp provided in given in Tables 3 and 4. For all design cases "Pc,p= 1.0. In Tables 3 and 4 of this report and the value of kb or Ncbg as accordance with ACI 318 D.5.3, the nominal pullout calculated in Section 4.1.3 of this report. strength in cracked concrete may be calculated in accordance with the following equation: For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile N , =N F (Ib, psi) (Eq-1) steel deck floor and roof assemblies, as shown in Figure 5, P,j P,cr 2,500 calculation of the concrete pry-out strength in accordance with ACI 318 D.6.3 is not required. f 4.1.8 Requirements for Seismic Design: NP,f- =NP,cr 17.2 (N, MPa) 4.1.8.1 General: For load combinations including In regions where analysis indicates no cracking in earthquake, the design must be performed in accordance accordance with ACI 318 D.5.3.6, the nominal pullout with ACI 318 D.3.3, as modified by Section 1908.1. 9 of the strength in tension may be calculated in accordance with 2009 IBC or Section 1908.1.16 of the 2006 IBC. The the following equation: nominal steel strength and the nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, NP.I =Np uncr z,soo ( psi)si) E 2( q_ ) must be calculated in accordance with ACI 318 115 and D.6, respectively, taking into account the corresponding values given in Tables 3 and 4. The anchors may be installed in Seismic Design Categories A through F of the NP,f. =NP,uucr 172 (N, MPa) IBC. The anchors comply with ACI 318 D.1 as ductile steel Where values for Np,cr or Np,uncr are not provided in Table elements and must be designed in accordance with ACI 3 or Table 4, the pullout strength in tension need not be 318 08 D.3.3.4, 0.3.3.5 or D.3.3.6, or ACI 318 05 D.3.3.4 evaluated. or D.3.3.5,as applicable. The nominal pullout strength in cracked concrete of the 4.1.8.2 Seismic Tension: The nominal steel strength carbon steel KB-TZ installed in the soffit of sand- and nominal concrete breakout strength for anchors in lightweight or normal-weight concrete on steel deck floor tension must be calculated in accordance with ACI 318 and roof assemblies, as shown in Figure 5, is given in D.5.1 and ACI 318 D.5.2, as described in Sections 4.1.2 Table 3. In accordance with ACI 318 D.5.3.2, the nominal and 4.1.3 of this report. In accordance with ACI 318 pullout strength in cracked concrete must be calculated in D.5.3.2, the appropriate pullout strength in tension for accordance with Eq-1, whereby the value of Np,deck,cr must seismic loads, Neq, described in Table 4 or Np,deckcr be substituted for Np,c1 and the value of 3,000 psi described in Table 3 must be used in lieu of Np, as (20.7 MPa) must be substituted for the value of 2,500 psi applicable. The value of Nee,or Np,deck,cr may be adjusted by (17.2 MPa) in the denominator. The use of stainless steel calculation for concrete strength in accordance with KB-TZ anchors installed in the soffit of concrete on steel Eq-1 and Section 4.1.4 whereby the value of Np,deck,cr must deck assemblies is beyond the scope of this report. be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi 4.1.5 Requirements for Static Steel Strength in Shear: (17.2 MPa) in the denominator. If no values for Neu or " The nominal steel strength in shear, Vsa, of a single anchor Np,deck,cr are given in Table 3 or Table 4, the static design in accordance with ACI 318 D.6.1.2 is given in Table 3 and strength values govern. ESR-1917 I Most Widely Accepted and Trusted Page 3 of 11 4.1.8.3 Seismic Shear: The nominal concrete breakout where: strength and pryout strength in shear must be calculated in Tallowable.ASD = Allowable tension load(lbf or kN). accordance with ACI 318 D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with Vallowable,ASD = Allowable shear load (lbf or kN). ACI 318 D.6.1.2, the appropriate value for nominal steel ON = Lowest design strength of an anchor strength for seismic loads, Veq described in Table 3 and or anchor group in tension as Table 4 or Vsa,deck described in Table 3 must be used in lieu determined in accordance with ACI of Vsa, as applicable. 318 D. 4.1, and the 2009 IBC Section 4.1.9 Interaction of Tensile and Shear Forces: For 1908.1.9 or 2006 IBC Section anchors or groups of anchors that are subject to the effects 1908.1.16, as applicable(Ibf or N). of combined tension and shear forces, the design must be OVn = Lowest design strength of an anchor performed in accordance with ACI 318 D.7. or anchor group in shear as 4.1.10 Requirements for Minimum Member Thickness, determined in accordance with ACI Minimum Anchor Spacing and Minimum Edge 318 D.4.1, and the 2009 IBC Section Distance: In lieu of ACI 318 D.8.1 and D.8.3, values of sm;n 1908.1.9 or 2006 IBC Section and cm,,, as given in Tables 3 and 4 of this report must be 1908.1.16, as applicable(lbf or N). used. In lieu of ACI 318 D.8.5, minimum member thicknesses hm;n as given in Tables 3 and 4 of this report a = Conversion factor calculated as a must be used. Additional combinations for minimum edge weighted average of the load factors distance cmin and spacing smin may be derived by linear for the controlling load combination. In interpolation between the given boundary values as addition, a must include all applicable described in Figure 4. factors to account for nonductile failure modes and required over- For carbon steel KB-TZ anchors installed in the soffit of strength. sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, the anchors must be The requirements for member thickness, edge distance installed in accordance with Figure 5 and shall have an and spacing, described in this report, must apply. An axial spacing along the flute equal to the greater of 3he,or example of allowable stress design values for illustrative 1.5 times the flute width. purposes in shown in Table 6. 4.1.11 Requirements for Critical Edge Distance: In 4.2.2 Interaction of Tensile and Shear Forces: The applications where c< coo and supplemental reinforcement interaction must be calculated and consistent with ACI 318 to control splitting of the concrete is not present, the D.7 as follows: concrete breakout strength in tension for uncracked For shear loads V<_ 0.2 Valfowable,ASD, the full allowable load concrete, calculated in accordance with ACI 318 D.5.2, in tension must be permitted. must be further multiplied by the factor tPop,N as given by Eq 1: For tension loads T<_0.2Ta/lowabre,ASD, the full allowable load in shear must be permitted. 1cpN =ca (Eq-3) For all other cases: whereby the factorcp,N need not be taken as less T V (Eq-4) 1.5ha + <_1.2 than — ' . For all other cases, 1Pcp,N = 1.0. In lieu of T V ce allowable,ASD allowable,ASD using ACI 318 D.8.6, values of cac must comply with Table 4.3 Installation: 3 or Table 4. Installation parameters are provided in Table 1 and Figures 4.1.12 Sand-lightweight Concrete: For ACI 318-08, 2 and 5. Anchor locations must comply with this report and when anchors are used in sand-lightweight concrete, the plans and specifications approved by the code official. The modification factor A for concrete breakout strength must Hilti KB-TZ must be installed in accordance with be taken as 0.6. In addition the pullout strength Np„,Np,uncr manufacturer's published instructions and this report. In and Neq must be multiplied by 0.6, as applicable. case of conflict, this report governs. Anchors must be For ACI 318-05, the values Nb, Np,cr, Np,uncr, Ne9 and Vb installed in holes drilled into the concrete using carbide- determined in accordance with this report must be tipped masonry drill bits complying with ANSI B212.15- multiplied by 0.6, in lieu of ACI 318 D.3.4. 1994. The minimum drilled hole depth is given in Table 1. For carbon steel KB-TZ anchors installed in the soffit of Prior to installation, dust and debris must be removed from the drilled hole to enable installation to the stated sand-lightweight concrete-filled steel deck and floor and embedment depth. The anchor must be hammered into the roof assemblies, this reduction is not required. Values are predrilled hole until hnom is achieved. The nut must be presented in Table 3 and installation details are show in tightened against the washer until the torque values Figure 5. specified in Table 1 are achieved. For installation in the 4.2 Allowable Stress Design: soffit of concrete on steel deck assemblies, the hole 4.2.1 General: Design values for use with allowable diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For stress design load combinations calculated in accordance member thickness and edge distance restrictions for with Section 1605.3 of the IBC, must be established as installations into the soffit of concrete on steel deck follows: assemblies, see Figure 5. Tallowable,ASD = O n 4.4 Special Inspection: a Special inspection is required in accordance with Section Ot/ 1704.15 of the 2009 IBC and Section 1704.13 of the 2006 Vallowable.ASO = n IBC. The special inspector must make periodic inspections a ESR-1917 I Most Widely Accepted and Trusted Page 4 of 11 during anchor installation to verify anchor type, anchor 5.10 Anchors may be installed in regions of concrete dimensions, concrete type, concrete compressive strength, where cracking has occurred or where analysis anchor spacing, edge distances, concrete member indicates cracking may occur (ft > f,), subject to the thickness, tightening torque, hole dimensions, anchor conditions of this report. embedment and adherence to the manufacturer's printed 5.11 Anchors may be used to resist short-term loading installation instructions. The special inspector must be due to wind or seismic forces in locations designated present as often as required in accordance with the "statement of special inspection." Under the IBC, additional as Seismic Design Categories A through F of the requirements as set forth in Sections 1705 and 1706 must IBC, subject to the conditions of this report. be observed,where applicable. 5.12 Where not otherwise prohibited in the code, KB-TZ 5.0 CONDITIONS OF USE anchors are permitted for use with fire-resistance- rated construction provided that at least one of the The Hilt' KB-TZ anchors described in this report comply following conditions is fulfilled: with the codes listed in Section 1.0 of this report, subject to the following conditions: • Anchors are used to resist wind or seismic forces only. 5.1 Anchor sizes, dimensions and minimum embedment depths are as set forth in this report. • Anchors that support a fire-resistance-rated 5.2 The anchors must be installed in accordance with the envelope or a fire- resistance-rated membrane manufacturer's published instructions and this report. are protected by approved fire-resistance- rated In case manufacturer's conflict, this report governs. materials, or have been evaluated for resistance to fire exposure in accordance with recognized 5.3 Anchors must be limited to use in cracked and standards. uncracked normal-weight concrete and sand- • Anchors are used to support nonstructural lightweight concrete having a specified compressive strength, f'c, of 2,500 psi to 8,500 psi (17.2 MPa to elements. 58.6 MPa), and cracked and uncracked normal- 5.13 Use of zinc-coated carbon steel anchors is limited to weight or sand-lightweight concrete over metal deck dry, interior locations. having a minimum specified compressive strength, f'0, of 3,000 psi (20.7 MPa). 5.14 Special inspection must be provided in accordance with Section 4.4. 5.4 The values of f'c used for calculation purposes must not exceed 8,000 psi(55.1 MPa). 5.15 Anchors are manufactured by Hilti AG under an approved quality control program with inspections by 5.5 Strength design values must be established in Underwriters Laboratories Inc. (AA-668). accordance with Section 4.1 of this report. 5.6 Allowable design values are established in 6.0 EVIDENCE SUBMITTED accordance with Section 4.2. 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements 5.7 Anchor spacing and edge distance as well as (AC193), dated November 2010(ACI 355.2-07). minimum member thickness must comply with Tables 3 and 4. 6.2 Quality control documentation. 5.8 Prior to installation, calculations and details 7.0 IDENTIFICATION demonstrating compliance with this report must be The anchors are identified by packaging labeled with the submitted to the code official. The calculations and manufacturer's name (Hilti, Inc.) and contact information, details must be prepared by a registered design anchor name, anchor size, evaluation report number professional where required by the statutes of the (ICC-ES ESR-1917), and the name of the inspection jurisdiction in which the project is to be constructed. agency(Underwriters Laboratories Inc.). The anchors have 5.9 Since an ICC-ES acceptance criteria for evaluating the letters KB-TZ embossed on the anchor stud and four data to determine the performance of expansion notches embossed into the anchor head, and these are anchors subjected to fatigue or shock loading is visible after installation for verification. unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. ESR-1917 I Most Widely Accepted and Trusted Page 5 of 11 TABLE 1—SETTING INFORMATION(CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter(in.) INFORMATION Symbol Units 3/8 112 5/8 314 d. In 0.375 0.5 0.625 0 75 Anchor O.D. (d0)2 (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit diameter dm In. 3/8 1/2 5/8 3/4 Effective min. In. 2 2 3-1/4 3-1/8 4 3-3/4 4-314 " h,l embedment (mm) (51) (51) (83) (79) (102) (95) (121) Nominal in. 2-5/16 2-3/8 3-5/8 3-9/16 4-7/16 4-5/16 5-9/16 embedment h"°" (mm) (59) (60) (91) (91) (113) (110) (142) In. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-1/2 5-3/4 Min,hole depth h° (mm) (67) (67) (102) (95) (121) (114) (146) Min.thickness of In. 1/4 3/4 1/4 3/8 3/4 1/8 1 5/8 part' !"" fastened P (mm) (6) (19) i (6) (9) (19) (3) (41) Required ft-lb 25 40 60 110 T„,t Installation torque (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 3-3/4 5 3-3/4 4-1/2 5-1/2 7 4-3/4 6 8-1/2 10 5-1/2 8 10 lengths to"`" (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) (254) Threaded length In. 7/8 1-5/8 2-718 1-5/8 2-3/8 3-3/8 4-7/8 1-1/2 2-3/4 5-1/4 6-3/4 1-1/2 4 6 (incl.dog point) raaa mm ( ) (22) (41) (73) (41) (60) (86) (124) (38) (70) (133) (171) (38) (102) (152) In 2-1/8 2-1/8 3-1/4 4 Unthreaded length t„"mr (mm) (54) (54) (83) (102) IThe 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. 2The notation in parenthesis is for the 2006 IBC. UNC thread mandrel dog point ,'r expansion collar hex nut element bolt washer FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ(KB-TZ) ESR-1917 I Most Widely Accepted and Trusted Page 6 of 11 (thread .' 1 d„ !D' ti t • _ •. 7 Conch • (unthr d -1 he, hnom ho E • • r • FIGURE 2—KB-TZ INSTALLED TABLE 2—LENGTH IDENTIFICATION SYSTEM(CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking A B C DE F G H I J K L M N O P Q R S T U V W on bolt head Length of From 1% 2 2% 3 3% 4 4% 5 5% 6 6% 7 7% 8 8% 9 9% 10 11 12 13 14 15 anchor. Up to but ran`" not 2 2% 3 3% 4 4% 5 5% 6 6% 7 7% 8 8% 9 9% 10 11 12 13 14 15 16 (inches) including I I _ .fit 014 i FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT ESR-1917 I Most Widely Accepted and Trusted Page 7 of 11 TABLE 3-DESIGN INFORMATION,CARBON STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 3/8 112 5/8 3/4 Anchor O.D. d°(do) in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15 9) (19.1) Effective min.embedment' h°, in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 (mm) (51) (51) (83) (79) (102) (95) (121) h,„,„ in. 4 5 4 6 6 8 5 6 8 6 8 8 Min.member thickness? h (mm) (102) , (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) Critical edge distance cac in. 4-3/8 4 5-1/2 4-1/2 7-1/2 6 6-1/2 8-3/4 6-3/4 10 8 9 (mm) (111) • (102) (140) (114) (191) (152) (165) (222) (171) (254) (203) (229) In. 2-1/2 2-3/4 2-3/8 3-5/8 3-1/4 4-3/4 4-1/8 c"'" (mm) (64) (70) (60) (92) (83) (121) (105) Min edge distance for s? in. 5 5-3/4 5-3/4 6-1/8 5-7/8 10-1/2 8-7/8 (mm) (127) (146) (146) (156) (149) (267) (225) in 2-1/2 2-3/4 2-3/8 3-1/2 3 5 4 Min.anchor spacing s'"'" (mm) (64) (70) (60) (89) (76) (127) (102) for c z In 3-5/8 4-1/8 3-1/2 4-3/4 4-1/4 9-1/2 7-3/4 (mm) (92) (105) (89) , (121) (108) (241) (197) Min.hole depth in concrete h° in. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-1/2 5-3/4 (mm) (67) (67) (102) (98) (121) (117) (146) Min.specified yield strength fir lb/in 100,000 84,800 84,800 84,800 (N/mm2) (690) (585) (585) (585) lb/in2 115,000 106,000 106,000 106,000 Min.specified ult strength ula (N/mm2) (793) (731) (731) (731) In? 0.052 0.101 0.162 0.237 Effective tensile stress area A:°.N (mm2) (33.6) (65 0) (104.6) (152.8) Steel strength in tension Nsa lb 6,500 10,705 17,170 25,120 (kN) (28.9) (47.6) (76.4) (111.8) Steel strength in shear Vs, lb 3,595 5,495 8,090 13,675 (kN) (16.0) (24.4) (36.0) (60.8) Steel strength in shear.seismic3 1/,„ lb 2,255 5,495 7,600 11,745 (kN) (10.0) (24.4) (33.8) (52.2 Steel strength in shear, lb 2,13012 3,000 4,945 4,60012 6,040t2 concrete on metal deck" VsatleL (kN) (9.5) (13.3) (22) (20.5) (26.9) NP NP Pullout strength uncracked lb 2,515 5,515 9,145 8,280 10,680 concretes Np.uncr (kN) (11.2) NA (24.5) NA (40.7) (36.8) (47.5) Pullout strength cracked lb 2,270 4,915 concretes Np" (kN) (10.1) NA (219) NA NA NA NA Pullout strength concrete on lb 1,460 1,460 2,620 2,000 4,645 metal decks Np,d°ck,cr NP NP (kN) (6.5) (6.5) (11.7) (8.9) (20.7) Anchor category' 1 Effectiveness factor ku"or uncracked concrete 24 Effectiveness factor kc,cracked concrete° 17 4'c.,v=ku"c,>/kc,9 1.0 Coefficient for pryout strength.kcp 1.0 2.0 Strength reduction factor 0 for tension,steel failure modest° 0.75 Strength reduction factor 0for shear,steel failure modes 0.65 Strength reduction 0 factor for tension,concrete failure modes or pullout,Condition B11 0.65 Strength reduction 4 factor for shear,concrete failure modes,Condition B" 0.70 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. 2 For sand-lightweight concrete over metal deck,see Figure 5. 3 See Section 4.1.8 of this report. `See Section 4.1.5.NP(not permitted)denotes that the condition is not supported by this report. 5 For all design cases 4'c.a=1.0.NA(not applicable)denotes that this value does not control for design.See Section 4.1.4 of this report. 6See Section 4.1.4 of this report.NP(not permitted)denotes that the condition is not supported by this report.Values are for cracked concrete Values are applicable to both static and seismic load combinations 'See ACI 318 Section D.4.4. 6See ACI 318Section D.5.2.2. 9 For all design cases'P.,=1.0.The appropriate effectiveness factor for cracked concrete(k,,)or uncracked concrete(k„„,)must be used 1OThe KB-TZ is a ductile steel element as defined by ACI 318 D.1. "For use with the load combinations of ACI 318 Section 9.2.Condition B applies where supplementary reinforcement in conformance with ACI 3 i8 Section D.4.4 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 12 For seismic applications according to Section 4.1.8 of this report multiply the value of V,,.70,,,for the 3/8-inch-diameter by 0.63 and the 5/8-inch-diameter by 0.94. ESR-1917 I Most Widely Accepted and Trusted Page 8 of 11 TABLE 4-DESIGN INFORMATION,STAINLESS STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 3/8 1/2 5/8 3/4 Anchor O.D. da(do) in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Effective min.embedment' he, in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 (mm) (51) (51) (83) (79) (102) (95) (121) Min.member thickness h,," in. 4 5 4 6 6 8 5 6 8 6 8 8 (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) Critical edge distance ca in. 4-3/8 3-7/8 5-1/2 4-1/2 7-1/2 6 7 8-7/8 6 10 7 9 (mm) (111) (98) (140)- (114) (191) (152) (178) (225) (152) (254) (178) (229) in. 2-1/2 2-7/8 2-1/8 3-1/4 2-3/8 4-1/4 4 c"'" (mm) (64) (73) (54) (83) (60) (108) (102) Min.edge distance in. 5 5-3/4 5-1/4 5-1/2 5-1/2 10 8-1/2 for s? (mm) (127) (146) (133) (140) (140) (254) (216) in. 2-1/4 2-7/8 2 2-3/4 2-3/8 5 4 Min.anchor spacing s"" (mm) (57) (73) (51) (70) (60) (127) (102) for c? in. 3-1/2 4-1/2 3-1/4 4-1/8 4-1/4 9-1/2 7 (mm) (89) (114) (83) (105) (108) (241) (178) Min.hole depth in concrete ho in. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-1/2 5-3/4 (mm) (67) (67) (102) (98) (121) (117) (146) lb/in 92,000 92,000 92,000 76,125 Min.specified yield strength fr (N/mm2) (634) (634) (634) (525) lb/in2 115,000 115,000 115,000 101,500 Min.specified ult.Strength f,. (N/mm2) (793) (793) (793) (700) 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 5,968 11,554 17,880 24,055 Steel strength in tension Also (kN) (26.6) (51.7) (82.9) (107.0) Steel strength in shear Vse lb 4,720 6,880 9,870 15,711 (kN) (21.0) (30.6) (43.9) (69.9) Pullout strength in tension, Ale; lb NA 2,735 NA NA NA seismic2 (kN) (12.2) Steel strength in shear, lb 2,825 6,880 9,350 12,890 seismic2 Ve9 (kN) (12.6) (30.6) (41.6) (57.3) Pullout strength uncracked lb 2,630 NA 5,760 NA NA 12,040 concrete' N0°"" (kN) (11.7) (25.6) (53.6) Pullout strength cracked lb 2,340 3,180 5,840 8,110 N°.o, NA NA NA concrete (kN) (10.4) (14,1) (26.0) _ (36.1) Anchor category4 1 2 1 Effectiveness factor k„"7,uncracked concrete 24 Effectiveness factor k„cracked concretes 17 24 17 17 17 24 17 IPC.N=k""c/kc,6 1.0 Strength reduction factor 0 for tension,steel 0.75 failure modes Strength reduction factor 0for shear,steel failure 0.65 modes Strength reduction 0 factor for tension,concrete 0.65 0.55 0.65 failure modes,Condition B e Coefficient for pryout strength,k15 1.0 2.0 Strength reduction 0 factor for shear,concrete failure modes,Condition BB 0.70 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. 2See Section 4.1.8 of this report.NA(not applicable)denotes that this value does not control for design. 'For all design cases(Pop=1.0. NA(not applicable)denotes that this value does not control for design.See Section 4.1.4 of this report. "See ACI 318 Section D.4.4. 8See ACI 318 Section D.5.2.2. 6For all design cases 4,c,N=1.0.The appropriate effectiveness factor for cracked concrete(k1,)or uncracked concrete(k„"„)must be used. 'The KB-TZ is a ductile steel element as defined by ACI 318 D.1. 8For use with the load combinations of ACI 318 Section 9.2.Condition B applies where supplementary reinforcement in conformance with ACI 318 Section D.4.4 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. ESR-1917 I Most Widely Accepted and Trusted Page 9 of 11 Sd", Cdesign .r c a) c V _ min Qemir,ats rn 1 • 'design Smin at c pliiiiNz.1 hah- I I Cdesign edge distance c FIGURE 4—INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5—MEAN AXIAL STIFFNESS VALUES 13 FOR KB-TZ CARBON AND STAINLESS STEEL ANCHORS IN NORMAL-WEIGHT CONCRETE(103pounds/in.)' Concrete condition carbon steel KB-TZ, all diameters stainless steel KB-TZ, all diameters uncracked concrete 700 120 cracked concrete 500 90 'Mean values shown,actual stiffness may vary considerably depending on concrete strength,loading and geometry of application. TABLE 6—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES Allowable tension(Ibf) Carbon Steel Stainless Steel Nominal Anchor f =2500 psi diameter(in.) Embedment depth(in.) — Carbon Steel Stainless Steel 3/8 2 1105 1155 2 1490 1260 1/2 3-1/4 2420 2530 3-1/8 2910 2910 5/8 4 4015 4215 3-3/4 3635 3825 3/4 4-3/4 4690 5290 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 Section 9.2(no seismic loading). 430%dead load and 70%live load,controlling load combination 1.2D+ 1.6 L. 'Calculation of the weighted average for a=0.3'1.2+0.7'1.6= 1.48. 6f',=2,500 psi(normal weight concrete). Cal=C•a2�Cac hmin 'Values are for Condition B where supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided ESR-1917 I Most Widely Accepted and Trusted Page 10 of 11 mQ U Z a- _ 1 I L UPPMn! 3 000 PSI NORMAL OR SAND- , UGHTWEIGHT CONCRETE F ER FLUTE (VALLEY) MIN 20 GAUGE i i STEEL W-DECK i.MIN 4 112_ I MIN.A-112" 1 i MIN 17 TYP .1 LOWER FLUTE --.I �•---MAX.1" I (RIDGE) OFFSET. TYP FIGURE 5—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors 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 1-inch offset in either direction from the center of the flute. .***w;;ice` *' ..sM ~mss... 1.Hammer drill a hole to the same nominal 2.Clean hole. diameter as the Kwik Bolt 17 The hole depth must equal the anchor embedment listed in Ta ble 1.The fixture may be used as a drilling template to ensure proper anchor location. Y !I _• : il�lti���i 1 1aI ti 1_� il!r r f -r •±V t l r 3.Drive the Kwik Bolt TZ into the hole using 4.Tighten the nut to the required a hammer. The anchor must be driven installation torque. until the nominal embedment is achieved. FIGURE 6—INSTALLATION INSTRUCTIONS ESR-1917 I Most Widely Accepted and Trusted Page 11 of 11 Given: A T -r.„0,„7 1 A Two 1/2-inch carbon steel KB-TZ anchors under static tension 101 load as shown. % AN /�/�/// I 1.5 he h„=3.25 in. } Normal weight concrete,fc=3,000 psi , { _ No supplementary reinforcement(Condition B per ACI 318 D.4.4 c) - , A- ' Assume cracked concrete since no other information is available. P--- ` g s� Needed:Using Allowable Stress Design(ASD)calculate the =` - 1 I..i 1.5 he allowable tension load for this configuration. 1.5 her c=4' A-A Calculation per ACI 318-08 Appendix D and this report. Code Ref. Report Ref. Step 1.Calculate steel capacity: ON =0nA.f =0.75 x 2 x 0.101 x 106,000=16,0591b D.5.1.2 54.1.2 Check whether f,,,is not greater than 1.9f,and 125,000 psi. D.4.4 a) Table 3 Step 2.Calculate concrete breakout strength of anchor in tension: AN, 4.1.3 N hg = A Orec,NYbed,NYc,N'cp,NNb D.5.2.1 Table 3 Nca Step 2a.Verify minimum member thickness,spacing and edge distance: hewn=6 in.5 6 in. .'.Ok s,n,, 2.375,5.75 2.375-5.75 slope= =-3.0 3.5-2.375 FOr Cmn =4 i D.8 Table 3 2.375 controls 3.5,2.375 Fig.4 sm,n =5.75-[(2.375-4.0)(-3.0)]=0.875<2.375 in<6 in.•.ok 0.875 ss•■■. CIP n 4 Step 2b.For AN check 1.5h., =1.5(3.25)=4.88 in>C 3.0h =3(3.25)=9.75 in>s D.5.2.1 Table 3 Step 2c.Calculate AN and AN for the anchorage: ANCO=9her=9 x(3.25)2=95.1in.2 D.5.2.1 Table 3 A"c=(1.5hbr+c)(3her+s)=[1.5 x(3.25)+4][3 x(3.25)+61= 139.8in 2<2ANtb:.ok - Step 2d.Determine Wec,N: eN=0.'.vec,N=1.0 D.5.2.4 Step 2e.Calculate Nb:N0 = =17 x 1.0 x V3,000 x 3.2515=5,456 lb D.5.2.2 Table 3 Step 2f.Calculate modification factor for edge distance: y`ed N=0.7+0.3 4 =0.95 D.5.2.5 Table 3 1.5(3.25) Step 2g.Calculate modification factor for cracked concrete: yrc N=1.00(cracked concrete) D.5.2.6 Table 3 Step 2h.Calculate modification factor for splitting: =1.00(cracked concrete) §4.1.10 �`'" Table 3 Step 2i.Calculate 0 Ncb9: 0 Ncb9=0.65 x 139.$x 1.00 x 0.95 x 1.00 x 5,456=4,952 lb D.5.2.1 §4.1.3 95.1 D.4.4 c) Table 3 3000 D.5.3.2 §4.1.4 Step 3.Check pullout strength:Table 3,0 nNpn rc=0.65 x 2 x 5,515 lb x z.sno=7,852 lb>4,952 .•. OK D.4.4 c) Table 3 Step 4.Controlling strength: 0 Ncb9=4.952 lb<¢OnNpn<0,A4••• 0"cb9 controls D.4.1.2 Table 3 Step 5.To convert to ASD,assume U=1.2D+ 1.6L: T„0N,=- 32=3,346 lb. - §4.2 t.ae FIGURE 7-EXAMPLE CALCULATION EZ ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-3037* Reissued August 1, 2011 This report is subject to renewal in two years. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council"' DIVISION: 03 00 00—CONCRETE the installed end of the anchor and a threaded section at Section:03 16 00—Concrete Anchors the opposite end. The taper of the mandrel increases in diameter toward the installed end of the anchor. The REPORT HOLDER: three-segment expansion clip wraps around the tapered mandrel. Before installation, this expansion clip is free to SIMPSON STRONG-TIE COMPANY, INC. rotate about the mandrel. The anchor is installed in a 5956 WEST LAS POSITAS BOULEVARD predrilled hole. When the anchor is set by applying torque PLEASANTON, CALIFORNIA 94588 to the hex nut, the mandrel is drawn into the expansion (925)560-9000 clip, which engages the drilled hole and transfers the load www.stronqtie.com to the base material. Pertinent dimensions are as set forth in Tables 1A and 1B of this report. EVALUATION SUBJECT: 3.1.2 Strong-BoltTM 2,Carbon Steel:The anchor bodies STRONG-BOLTT'" 2 WEDGE ANCHOR FOR CRACKED are manufactured from carbon steel material with zinc AND UNCRACKED CONCRETE plating conforming to ASTM B 633, SCI, Type III. The expansion clip for the carbon steel Strong-BoltTM 2 anchor 1.0 EVALUATION SCOPE is fabricated from carbon steel and conforms to ASTM A 568. The hex nut for the carbon steel Strong-Bolt1M 2 Compliance with the following codes: anchor conforms to ASTM A 563, Grade A. The washer for • 2009,2006 and 2003 International Building Code®(IBC) the carbon steel Strong-Bolt1"t 2 anchor conforms to ASTM • 2009, 2006 and 2003 International Residential Code® F 844. The available anchor diameters under this report (IRC) are 3/8 inch, /2 inch, /8 inch and 3/4 inch (9.5 mm, 12.7 mm, 15.9 mm and 19.1 mm). Property evaluated: 3.1.3 Strong-BoltTM 2, Stainless Steel: The anchor Structural bodies are manufactured from AISI Type 316 stainless 2.0 USES steel. The expansion clip, hex nut and washer for the stainless steel Strong-BoltTM 2 anchor conform to AISI The Simpson Strong-Tie Strong-BoltT"' 2 Wedge Anchor is Type 316 stainless steel. The available anchor diameters used to resist static, wind and seismic tension and shear s s a under this report are /8 inch, 1/2 inch, /8 inch and 3/4 inch loads in cracked and uncracked normal-weight concrete (9.5 mm, 12.7 mm, 15.9 mm and 19.1 mm). and sand-lightweight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi 3.2 Concrete: (17.2 MPa to 58.6 MPa); and cracked and uncracked Normal-weight and sand-lightweight concrete must sand-lightweight or normal-weight concrete over steel deck conform to Sections 1903 and 1905 of the IBC. having a minimum specified compressive strength, of 3.3 Profile Steel Deck: 3,000 psi(20.7 MPa). The Strong-Bolt T"' 2 complies with Section 1912 of the The profile steel deck must comply with the configuration in 2009 and 2006 IBC, and Section 1913 of the 2003 IBC. Figure 4 and have a minimum base steel thickness of The anchors are alternatives to cast-in-place anchors 0.035 inch (0.889 mm) [20 gauge]. Steel must comply with described in Section 1911 of the 2009 and 2006 IBC, and ASTM A 653/A 653M SS Grade 33 with minimum yield Section 1912 of the 2003 IBC. The anchors may also be strength of 33,000 psi (228 MPa). used where an engineered design is submitted in 4.0 DESIGN AND INSTALLATION accordance with Section R301.1.3 of the IRC. 4.1 Strength Design: 3.0 DESCRIPTION 4.1.1 General: Design strength of anchors complying 3.1 Strong-Bolt1'" 2: with the 2009 and 2003 IBC, as well as Section 301.1.3 of 3.1.1 General: Strong-BoltTm 2 anchors are torque- the 2009 and 2003 IRC, must be determined in controlled, mechanical expansion anchors consisting of an accordance with ACI 318-08 Appendix D and this report. anchor body, expansion clip, nut, and washer. A typical Design strength of anchors complying with the 2006 IBC anchor (carbon steel version) is shown in Figure 1 of this and Section R301.1.3 of the 2006 IRC must be in report. The anchor body has a tapered mandrel formed on accordance with ACI 318-05 Appendix D and this report. 'Revised November 2011 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to he construed Icc as an endorsement of the subject of the report or a recommendation far 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. WoEa Copyright©2011 Page 1 of 17 ESR-3037 I Most Widely Accepted and Trusted Page 2 of 17 Design parameters are based on the 2009 IBC In regions where analysis indicates no cracking in (ACI 318-08) unless noted otherwise in Sections 4.1.1 accordance with ACI 318 D.5.3.6, the nominal pullout through 4.1.12 of this report. The strength design of strength in tension must be adjusted by calculation anchors must comply with ACI 318 D.4.1, except as according to Eq-2: required in ACI 318 D.3.3. y Strength reduction factors, 0, as given in ACI 318 D.4.4 Np,Pc = Np,uncr(-2,500 (Ib, psi) (Eq-2) must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC and Section = (N, MPa) 9.2 of ACI 318. Strength reduction factors, 0, as given in Npf" Np,uncr li�z� ACI 318 D.4.5 must be used for load combinations where re is the specified compressive strength and n is the calculated in accordance with ACI 318 Appendix C. factor defining the influence of concrete strength on the The value of f'' used in the calculations must be limited pullout strength. For the stainless steel 3/8-inch-diameter to 8,000 psi(55.2 MPa), maximum, in accordance with ACI anchor in uncracked concrete, n is 0.3. For the stainless 318 D.3.5. Strength reduction factors, 0, corresponding to steel 3/4-inch-diameter anchor in uncracked concrete, n is ductile steel elements may be used for this anchor. A 0.4. For all other cases, n is 0.5. design example according to the 2009 IBC is given in The pullout strength in cracked and uncracked concrete Figure 6 of this report. for anchors installed in the soffit of sand-lightweight or 4.1.2 Requirements for Static Steel Strength in normal-weight concrete over profile steel deck floor and Tension: The nominal steel strength of a single anchor in roof assemblies, as shown in Figure 4, is given in Tables tension, Nsa, in accordance with ACI 318 D.5.1.2, is given 4A and 4B. The nominal pullout strength in cracked in Tables 2A and 2B of this report. The strength reduction concrete must be adjusted for concrete strength according factor, 0, corresponding to a ductile steel element must be to Eq-1, using the value of Np,deckcr in lieu of Np,cr, and the used as described in Tables 2A and 2B of this report. value of 3,000 psi (20.7 MPa) must be substituted for the 4.1.3 Requirements for Static Concrete Breakout value of 2,500 psi (17.2 MPa) in the denominator. Where analysis indicates no cracking at service load levels in Strength in Tension: The nominal concrete breakout accordance with ACI 318 D.5.3.6, the nominal pullout strength of a single anchor or group of anchors in tension, strength in uncracked concrete must be adjusted for kb and Ncb9, must be calculated in accordance with concrete strength according to Eq-2, using the value ACI 318 D.5.2, with modifications as described in this of Npdeck,uncr in lieu of Np,uncr, and the value of 3,000 psi section. The basic concrete breakout strength in tension, (20.7 MPa) must be substituted for the value of 2,500 psi Nb, must be calculated in accordance with ACI 318 D.5.2.2 (17.2 MPa) in the denominator. The value of Y'cp= 1.0 for using the values of het and kcr as described in Tables 2A all cases. and 2B of this report. The nominal concrete breakout strength in tension, kb or Nag, in regions of a concrete 4.1.5 Requirements for Static Steel Strength in Shear: member where analysis indicates no cracking at service The nominal steel strength in shear, Vsa, of a single anchor loads in accordance with ACI 318 D.5.2.6, must be in accordance with ACI 318 D.6.1.2, is given in Tables 3A calculated with the value of kuncr as given in Tables 2A and and 3B of this report and must be used in lieu of values 2B of this report and with Y'c,N= 1.0, as described in Tables derived by calculation from ACI 318, Eq. D-20. The 2A and 2B. ,strength reduction factor, 0, corresponding to a ductile For anchors installed in the soffit of sand-lightweight or steel element must be used for all anchors as described in normal-weight concrete over profile steel deck floor and Tables 3A and 3B of this report. roof assemblies, as shown in Figure 4,determination of the The shear strength, Vsa,deck, of anchors installed in the concrete breakout strength in accordance with ACI 318 soffit of sand-lightweight or normal-weight concrete over D.5.2 is not required. profile steel deck floor and roof assemblies, as shown in 4.1.4 Requirements for Static Pullout Strength in Figure 4, is given in Tables 4A and 4B of this report. Tension: The nominal pullout strength of a single anchor in tension in accordance with ACI 318 D.5.3 in cracked and 4.1.6 Requirements for Static Concrete Breakout uncracked concrete, Np,cr and Np,uncr, is given in Tables 2A Strength in Shear: The nominal concrete breakout and 2B of this report. Where analysis indicates no cracking strength of a single anchor or group of anchors in shear, at service load levels in accordance with ACI 318 D.5.3.6, Vcb or Vcbg, must be calculated in accordance with ACI 318 the nominal pullout strength in uncracked concrete, Np,uncr, D.6.2, with modifications as described in this section. The applies. Where values for Np,cr or Np,uncr are not provided in basic concrete breakout strength in shear, Vb, must be Tables 2A and 2B, the pullout strength does not need to be calculated in accordance with ACI 318 D.6.2.2 using the considered. In lieu of ACI 318 D.5.3.6, Yc,p = 1.0 for all values of 6 and da provided in Tables 3A and 3B of this design cases. The nominal pullout strength in cracked report. concrete must be adjusted for concrete strengths For anchors installed in the soffit of sand-lightweight or according to Eq-1: normal-weight concrete over profile steel deck floor and N = N Ib, psi) (E q-1) roof assemblies, as shown in Figure 4, calculation of the pf` p" z,sool ( p ) ( q ) concrete breakout strength in accordance with ACI 318 P c\n D.6.2 is not required. Np,f,c =Np,cr 17.z) (N, MPa) 4.1.7 Requirements for Static Concrete Pryout where f' is the specified compressive strength and n is Strength in Shear: The nominal concrete pryout strength the factor defining the influence of concrete strength on the of a single anchor or group of anchors in shear, Vcp or VcP9, pullout strength. For the stainless steel 3/8-inch-diameter must be calculated in accordance with ACI 318 D.6.3, anchor, n is 0.3. For the stainless steel 5/8-inch-diameter modified by using the value of kcp described in Tables 3A anchor in cracked concrete, n is 0.4. For all other cases, and 3B of this report and the value of Ncb or Ncb9 as n is 0.5. calculated in accordance with Section 4.1.3 of this report. ESR-3037 1 Most Widely Accepted and Trusted Page 3 of 17 For anchors installed in the soffit of sand-lightweight or be used. In lieu of ACI 318 D.8.5, minimum member normal-weight concrete over profile steel deck floor and thickness, hm,n, must be in accordance with Tables 1A and roof assemblies, as shown in Figure 4, calculation of the 1B of this report. concrete pryout strength in accordance with ACI 318 D.6.3 For 3/4-inch-diameter carbon steel, and 3/8-inch, 1/2-inch-, is not required. and 5/8-inch-diameter stainless steel Strong-BoltrM 2 4.1.8 Requirements for Seismic Design: anchors, additional combinations for minimum edge distance cmin and minimum spacing smin may be derived by 4.1.8.1 General: For load combinations including linear interpolation between the boundary given in Tables seismic, the design must be performed in accordance with 1A and 1B and as shown in Figure 5 of this report. ACI 318 D.3.3, as modified by Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC, or the For anchors installed in the soffit of steel deck following: assemblies, the anchors must be installed in accordance with Figure 4 and must have an axial spacing along the ACI 318 SECTION CODE flute equal to the greater of 3hef or 1.5 times the flute width. CODE D.3.3 SEISMIC EQUIVALENT 4.1.12 Sand-lightweight Concrete: For ACI 318-08, REGION DESIGNATION when anchors are used in sand-lightweight concrete, the 2003 IBC Moderate or high Seismic Design modification factor A for concrete breakout must be taken and seismic risk Categories C, D, E, as 0.6 in lieu of ACI 318 D.3.4. In addition, the pullout 2003 IRC and F strength Np,cr, Np,uncr and Np,eq must be multiplied by 0.60, as applicable. The anchors comply with ACI 318 D.1 as ductile steel elements and must be designed in accordance with ACI For ACI 318-05, when anchors are used in sand- 318-08 Section D.3.3.4, D.3.3.5 or D.3.3.6, or ACI 318-05 lightweight concrete, Nb, Np,cr, Np,uncr, Np,eq and Vb Section D.3.3.4 or D.3.3.5, as applicable. determined in accordance with this report must be multiplied by 0.60, in lieu of ACI 318 D.3.4. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in For anchors installed in the lower or upper flute of the tension must be calculated in accordance with ACI 318 soffit of sand-lightweight concrete filled profile steel deck D.5.1 and D.5.2, as described in Sections 4.1.2 and 4.1.3 floor and roof assemblies,this reduction is not required. of this report. 4.2 Allowable Stress Design(ASD): In accordance with ACI 318 D.5.3.2, the appropriate 4.2.1 General: Design values for use with allowable value for nominal pullout strength in tension for seismic stress design load combinations calculated in accordance loads, Np,eq or Np,deck,eq provided in Tables 2A, 2B, 4A and with Section 1605.3 of the IBC, must be established using 4B of this report, must be used in lieu of Np. If no values for the following equations: Np,eq or Np,deck,eq are given in Table 2A, 2B, 4A or 4B, the pullout strength for seismic loads need not be evaluated. T N P g aLLowable,ASD — a The values of Np,eq or Np,deck,eq can be adjusted for concrete strength according to Section 4.1.4. and 4.1.8.3 Seismic Shear: The nominal concrete breakout VaLlowabfe,ASD — 0n— and concrete pryout strength for anchors in shear must be a calculated in accordance with ACI 318 D.6.2 and D.6.3, as where: described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318 D.6.1.2,the appropriate value for TarLowabLe,ASO = Allowable tension load(lbf or N) nominal steel strength in shear for seismic loads, V5a,oq or Vaiiowabre,ASD = Allowable shear load (lbf or N) Vsa,deck.eq, provided in Tables 3A, 3B, 4A and 4B of this ,M� report,must be used in lieu of V. yN = The lowest design strength of an anchor or anchor group in tension as 4.1.9 Requirements for Interaction of Tensile and determined in accordance with ACI 318 Shear Forces: For loadings that include combined tension Appendix D, Section 4.1 of this report, and shear, the design must be performed in accordance and 2009 IBC Section 1908.1.9 or 2006 with ACI 318 D.7. IBC Section 1908.1.16, as applicable 4.1.10 Requirements for Critical Edge Distance: In (lbf or N). applications where c <cap and supplemental reinforcement {Vn = The lowest design strength of an anchor to control splitting of the concrete is not present, the or anchor group in shear as determined concrete breakout strength in tension for uncracked in accordance with ACI 318 Appendix D, concrete, calculated according to ACI 318 D.5.2, must be Section 4.1 of this report, and 2009 IBC further multiplied by the factor wcpN given by Eq-3: Section 1908.1.9 or 2006 IBC Section wcP N = lac (Eq-3) 1908.1.16, as applicable(lbf or N). a = Conversion factor calculated as a where the factor tcp.N need not be taken as less than weighted average of the load factors for 1.Shef the controlling load combination. In sac . For all other cases, y`cp,N = 1.0. In lieu of ACI 318 addition, a must include all applicable D.8.6, values of can provided in Tables 1A and 1B of this factors to account for nonductile failure report must be used modes and required over-strength. 4.1.11 Requirements for Minimum Member Thickness, The requirements for member thickness, edge distance Minimum Anchor Spacing and Minimum Edge and spacing, as described in this report, must apply. An Distance: In lieu of ACI 318 D.8.1 and D.8.3,values of smin example calculation for the derivation of allowable stress and cm,n provided in Tables 1A and 1B of this report must design tension values is presented in Table 5. ESR-3037 I Most Widely Accepted and Trusted Page 4 of 17 4.2.2 Interaction of Tensile and Shear Forces: The 5.2 Anchor sizes, dimensions and minimum embedment interaction of tension and shear loads must be consistent depths are as set forth in this report. with ACI 318 D.7 as follows: 5.3 The anchor must be installed in cracked and If Tapplied<0.2Tallowable,ASD, then the full allowable strength uncracked normal-weight and sand-lightweight in shear, Vallowable,ASD, must be permitted. concrete having a specified compressive strength, Pc, If Vapplied O.2Vallowab/e,ASD,then the full allowable strength of 2,500 psi to 8,500 psi(17.2 MPa to 58.6 MPa); and in tension, Tafowable,ASD, must be permitted. in cracked and uncracked sand-lightweight or normal- weight concrete over profile steel deck having a alert For all other cases: Tam: ��'"`'' <_ 1.2 minimum specified compressive strength, f''c, of 3,000 Tnllowoblc,ASO Vallowablc.ASD psi(20.7 MPa). 4.3 Installation: Installation parameters are provided in Tables 1A and 1B 5.4 The value of used for calculation purposes must and 4A and 4B, and in Figures 2, 3 and 4.Anchor locations not exceed 8,000 psi (55.2 MPa). must comply with this report and the plans and 5.5 Strength design values must be established in specifications approved by the code official. The Strong- accordance with Section 4.1 of this report. BoltTM 2 must be installed in accordance with the manufacturer's published instructions and this report. 5.6 Allowable stress design values are established in Anchors must be installed in holes drilled into the concrete accordance with Section 4.2 of this report. using carbide-tipped drill bits conforming to ANSI B212.15- 5.7 Anchor spacing and edge distance, as well as 1994. The nominal drill bit diameter must be equal to the minimum member thickness, must comply with Tables nominal diameter of the anchor. The minimum drilled hole 1A, 16, 4A and 4B, and Figures 4 and 5, of this depth, hhole, is given in Tables 1A and 1B. The drilled hole report. must be cleaned, with all dust and debris removed using compressed air. The anchor, nut, and washer must be 5.8 Prior to anchor installation, calculations and details assembled so that the top of the nut is flush with the top of demonstrating compliance with this report must be the anchor. The anchor must be driven into the hole using submitted to the code official. The calculations and a hammer until the proper embedment depth is achieved. details must be prepared by a registered design The nut and washer must be tightened against the base professional where required by the statutes of the material or material to be fastened until the appropriate jurisdiction in which the project is to be constructed. installation torque value specified in Tables 1A and 1B is achieved. 5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion For installation in the soffit of normal-weight or sand- anchors subjected to fatigue or shock loading is lightweight concrete over profile steel deck floor and roof unavailable at this time, the use of these anchors assemblies, the hole diameter in the steel deck must not under such conditions is beyond the scope of this exceed the diameter of the hole in the concrete by more report. than 1/8 inch (3.2 mm). The minimum drilled hole depth, hhDle, is given in Tables 4A and 4B. For edge distance and 5.10 Anchors may be installed in regions of concrete member thickness requirements for installations into the where cracking has occurred or where analysis soffit of concrete over steel deck assemblies, see Figure 4. indicates cracking may occur (fl > fr), subject to the For installation in the soffit of sand-lightweight or normal- conditions of this report. weight concrete over profile steel deck floor and roof 5.11 Anchors may be used to resist short-term loading assemblies, torque must be applied until the appropriate installation torque value specified in Tables 4A and 4B is due to wind or seismic forces, subject to the achieved. conditions of this report. 4.4 Special Inspection: 5.12 Where not otherwise prohibited in the code, Strong- Periodic special inspection is required in accordance with BoltTM 2 anchors are permitted for use with fire- Section 1704.15 of the 2009 IBC, or Section 1704.13 of the resistance rated construction provided that at least 2006 or 2003 IBC. The special inspector must make one of the following conditions is fulfilled: periodic inspections during anchor installation to verify • Anchors are used to resist wind or seismic forces anchor type, anchor dimensions, concrete type, concrete only compressive strength, drill-bit type, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, • Anchors that support a fire-resistance-rated concrete member thickness, anchor embedment, envelope or a fire-resistance-rated membrane, tightening torque and adherence to the manufacturer's are protected by approved fire-resistance-rated published installation instructions. The special inspector materials, or have been evaluated for resistance must be present as often as required by the "statement of to fire exposure in accordance with recognized special inspection." Under the IBC, additional requirements standards. as set forth in Sections 1705, 1706 and 1707 must be • Anchors are used to support nonstructural observed,where applicable elements. 5.0 CONDITIONS OF USE 5.13 Use of zinc-plated carbon steel anchors is limited to The Simpson Strong-Tie Strong BoItTM 2 Wedge Anchor dry, interior locations. described in this report complies with, or is a suitable alternative to what is specified in, those codes listed in 5.14 Special inspection must be provided in accordance Section 1.0 of this report, subject to the following with Section 4.4 of this report. conditions: 5.15 The anchors are manufactured by Simpson Strong- 5.1 The anchors must be installed in accordance with the Tie Company, Inc., under an approved quality manufacturer's published installation instructions and control program with inspections by CEL Consulting this report. In case of a conflict, this report governs. (AA-639). , ESR-3037 I Most Widely Accepted and Trusted Page 5 of 17 6.0 EVIDENCE SUBMITTED has the Simpson Strong-Tie Company, Inc., No Equal logo Data in accordance with the ICC-ES Acceptance Criteria # stamped on the expansion clip, and a length for Mechanical Anchors in Concrete Elements (AC193), identification code embossed on the exposed threaded dated June 2011, including optional suitability tests for end. Table 6 shows the length identification codes. seismic tension and shear; profile steel deck soffit tests; The packaging label bears the manufacturer's name and quality control documentation. and contact information, anchor name, anchor size and length, quantity, the evaluation report number (ICC-ES 7.0 IDENTIFICATION ESR-3037), and the name of the inspection agency The Strong-Bolt"° 2 anchors are identified in the field by (CEL Consulting). dimensional characteristics, head stamp, material specifications and packaging. The Strong-BoltTM 2 anchor TABLE IA—CARBON STEEL STRONG-BOLTTM 2 INSTALLATION INFORMATION' NOMINAL ANCHOR SIZE CHARACTERISTIC SYMBOL UNITS Carbon Steel 3/8 inch 1/2 Inch 5/8 inch 3/4 inch Installation Information Nominal Diameter d,,' in 3/8 1/2 5/8 3/4 Drill Bit Diameter d in. 3/8 1/2 5/8 3/4 Baseplate Clearance Hole in. 7/16 9/16 11/16 7/8 Diameter2 (mm) (11.1) (14.3) (17.5) (22.2) ft-lbf 30 60 90 150 Installation Torque -runt (N-m) (40.7) (81.3) (122.0) (203.4) in. 17/8 27/8 23/4 37/9 33/9 51/8 41/8 53/4 Nominal Embedment Depth k,m (mm) (48) (73) (70) (98) (86) (130) (105) (146) in. 11/2 21/2 21/4 33/8 23/4 41/2 33/8 5 Effective Embedment Depth he, (mm) (38) (64) (57) (86) (70) (114) (86) (127) in. 2 3 3 41/8 35/8 53/8 43/8 6 Minimum Hole Depth h„.„ (mm) (51) (76) (76) (105) (92) (137) (111) (152) in. 23/4 31/2 33/4 51/2 41/2 6 51/2 7 Minimum Overall Anchor Length iamb (mm) (70) (89) (95) (140) (114) (152) (140) (178) in. 61/2 6 61/2 61/2 71/2 71/2 9 9 8 Critical Edge Distance cap (mm) (165) (152) (165) (165) (191) (191) (229) (229) (203) in. 6 7 4 4 61/2 61/2 c"° mm (152) (178) (102) (102) (165) (165) Minimum Edge Distance ( ) ( ) ) ( ) ( ) ( ) ( in. - - - - - 8 for sa (mm) - - - - (203) in. 3 7 4 4 5 7 sm° (mm) (76) (178) (102) (102) (127) (178) Minimum Spacing in. - - - - - 8 for c>_ (mm) - - - - - (203) in. 31/4 41/2 41/2 51/2 6 51/2 7'/8 63/4 83/4 Minimum Concrete Thickness hm,,, (mm) (83) (114) (114) (140) (152) (140) (200) (172) (222) Additional Data psi 92,000 85,000 70,000 Specified Yield Strength fya (MPa) (634) (586) (483) psi 115,000 110,000 Specified Tensile Strength f,,,a' (MPa) (793) (758) Minimum Tensile and Shear 1 in2 0.0514 0.105 0.166 0.270 Stress Area A5P mm2 ( ) (33) (68) (107) (174) Axial Stiffness in Service Load lb./in 34,820 63,570 91,370 118,840 Range-Cracked and /i Uncracked Concrete (N/mm) (6,098) (11,133) (16,001) (20,812) For SI: 1 inch=25.4 mm, 1 ft-lbf= 1.356 N-m, 1 psi=6.89 Pa,1 in2=645 mm2, 1 lbf/in=0.175 N/mm. The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The clearance must comply with applicable code requirements for the connected element. 'For the 2006 IBC do replaces da,A„.,v replaces A,,. 'For the 2003 IBC f,, replaces f,a. ESR-3037 I Most Widely Accepted and Trusted Page 6 of 17 TABLE 1B—STAINLESS STEEL STRONG-BOLTTM 2 INSTALLATION INFORMATION' NOMINAL ANCHOR SIZE CHARACTERISTIC SYMBOL UNITS Stainless Steel 3/8 inch 1/2 inch 5/8 inch 3/4 inch Installation Information Nominal Diameter d' in. 3/8 1/2 5/8 3/4 Drill Bit Diameter d in. 3/8 1/2 5/8 3/4 Baseplate Clearance Hole in. 7/16 e/16 11/16 7/8 Diameter d` (mm) (11.1) (14.3) (17.5) (22.2) ft-lbf 30 60 80 150 Installation Torque Tnst (N-m) (40.7) (81.3) (108.5) (203.4) — in. 17/8 27/8 23/4 37/8 33/8 51/8 41/8 53/4 Nominal Embedment Depth hnom (mm) (48) (73) (70) (98) (86) (130) (105) (146) In. 11/2 21/2 21/4 33/8 23/4 41/2 33/6 5 Effective Embedment Depth he (mm) (38) (64) (57) (86) (70) (114) (86) (127) in. 2 3 3 41/8 35/8 53/8 43/8 6 Minimum Hole Depth hhae (mm) (51) (76) (76) (105) (92) (137) (111) (152) in. 23/4 31/2 33/4 51/2 41/2 6 51/2 7 Minimum Overall Anchor Length Tench (mm) (70) (89) (95) (140) (114) (152) (140) (178) in. 61/2 81/2 41/2 7 71/2 9 8 8 Critical Edge Distance cac (mm) (165) (216) (114) (178) (191) (229) (203) (203) in. 6 61/2 5 4 4 6 cmn (mm) (152) (165) (127) (102) (102) (152) Minimum Edge Distance in. 10 - - 8 8 for s? (mm) (254) - - (203) (203) - in. 3 8 51/2 4 61/4 61/2 smin (mm) (76) (203) (140) (102) (159) (165) Minimum Spacing in. 10 8 51l2 for c>_ (mm) (254) - - (203) (140) - in. 31/4 41/2 41/2 _ 6 51/2 77/8 63/4 83/4 Minimum Concrete Thickness h,,,, (mm) (83) (114) (114) (152) (140) (200) (172) (222) Additional Data psi 80,000 92,000 82,000 68,000 Specified Yield Strength ffa (MPa) (552) (634) (565) (469) ° psi 100,000 115,000 108,000 95,000 Specified Tensile Strength f ra (MPa) (689) (793) (745) (655) Minimum Tensile and Shear 3 in2 0.0514 0.105 0.166 0.270 Stress Area Asa (mm2) (33) (68) (107) (174) Axial Stiffness in Service Load lb./in 29,150 54,900 61,270 154,290 Range-Cracked and // Uncracked Concrete (N/mm) (5,105) (9,614) (10,730) (27,020) For SI: 1 inch=25.4 mm, 1 ft-lbf=1.356 N-m, 1 psi=6.89 Pa, 1 in2=645 mm2,1 lbf/in=0.175 N/mm. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The clearance must comply with applicable code requirements for the connected element. 'For the 2006 IBC do replaces da,Ase.N replaces As.. °For the 2003 IBC f,,,replaces f,a. ESR-3037 I Most Widely Accepted and Trusted Page 7 of 17 TABLE 2A—CARBON STEEL STRONG-BOLTTM 2 TENSION STRENGTH DESIGN DATA' NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL UNITS Carbon Steel s/g inch 1/2 inch 6/8 inch 3/4 inch Anchor Category 1,2 or 3 1 in 17/8 27/8 23/4 37/8 33/8 51/8 41/8 53/4 Nominal Embedment Depth h„o,n (mm) (48) (73) (70) (98) (86) (130) (105) (146) Steel Strength in Tension(ACI 318 Section D.5.1) lb 5,600 12,100 19,070 29,700 Steel Strength in Tension N4a (kN) (24.9) (53.8) (84.8) (132.1) Strength Reduction Factor- 0.75 Steel Failure2 ¢S4 - Concrete Breakout Strength in Tension(ACI 318 Section D.5.2) In. 11/2 21/2 21/4 33/8 23/4 41/2 33/8 5 Effective Embedment Depth ha, (mm) (38) (64) (57) (86) (70) (114) (86) (127) in. 61/2 6 61/2 71/2 71/2 9 9 8 Critical Edge Distance cac (mm) (165) (152) (165) (191) (191) (229) (229) (203) Effectiveness Factor-Uncracked kun, 24 24 24 24 Concrete Effectiveness Factor-Cracked kc - 17 17 17 17 Concrete Modification Factor Vic.N' - 1.00 1.00 1.00 1.00 Strength Reduction Factor- 0.65 Concrete Breakout Failure' Ocb - Pull-Out Strength in Tension(ACI 318 Section D.5.3) Pull-Out Strength Cracked lb 1,3005 2,7755 N/A° 3,7355 N/A° 6,8955 N/A° 8,5005 Concrete(f'4=2500 psi) NP c' s 5 5 5 s (kN) (5.8) (12.3) - (16.6) - (30.7) - (37.8) Pull-Out Strength Uncracked lb N/A' 3,3405 3,6155 5,2555 N/A° 9,0255 7,1155 8,8705 Concrete(f'c=2500 psi) Np,°"c' s s 5 5 5 5 (kN) - (14.9) (16.1) (23.4) - (40.1) (31.6) (39.5) Strength Reduction Factor- Pullout Failure6 O° 0.65 Tensile Strength for Seismic Applications(ACI Section D.3.3.3) Tension Resistance of Single lb 1,3005 2,7755 N/A4 3,7355 N/A° 6,8955 N/A° 8,5005 Anchor for Seismic Loads Npeq (f,=2500 psi) (kN) (5.8)5 (12.3)5 - (16.6)5 - (30.7)5 - (37.8)5 Strength Reduction Factor- - 0.65 Pullout Failure6 0a4 For SI: 1 inch=25.4 mm, 1 lbf=4.45 N. 'The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of!)a applies when the load combinations of Section 1605.2.1 of the IBC,or ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used,the appropriate value of 0, must be determined in accordance with ACI 318 D.4.5.Strong- Bolt""2 anchors are ductile steel elements as defined in ACI 318 D.1. 'The tabulated value of¢,b applies when both the load combinations of Section 1605.2.1 of the IBC,or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met.Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified,the 0,b factors described in ACI 318 D.4.4 for Condition A are allowed. If the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4 for Condition A are met,the appropriate value of Opt,must be determined in accordance with ACI 318 D.4.4(c).If the load combinations of ACI 318 Appendix C are used, the appropriate value of Ø.must be determined in accordance with ACI 318 D.4.5(c). °As described in Section 4.1.4 of this report,N/A(Not Applicable)denotes that pullout resistance does not need to be considered. 5The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f,12,500psi)05 or(f',117.2MPa)°s `The tabulated value of Qt,or 4,applies when the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met.If the load combinations of ACI 318 Appendix C are used,appropriate value of qt must be determined in accordance with ACI 318 D.4.5(c). 'For the 2003 IBC w,replaces 1T.N. ESR-3037 I Most Widely Accepted and Trusted Page 8 of 17 TABLE 2B—STAINLESS STEEL STRONG-BOLT""2 TENSION STRENGTH DESIGN DATA' NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL UNITS Stainless Steel 3/8 inch 1/2 Inch 5/8 inch 3/4 Inch Anchor Category 1,2 or 3 - 1 in. 17/8 27/8 23/4 37/8 33/8 51/8 41/8 53/4 Nominal Embedment Depth ho,m (mm) (48) (73) (70) (98) (86) (130) (105) (146) Steel Strength in Tension(ACI 318 Section D.5.1) lb 5,140 12,075 17,930 25,650 Steel Strength in Tension ■sa (kN) (22.9) (53.7) (79.8) (114.1) Strength Reduction Factor- Steel Failure2a 0.75 Concrete Breakout Strength in Tension(ACI 318 Section D.5.2) in. 1�/2 21/2 21/4 33/8 23/4 41/2 33/8 5 Effective Embedment Depth h„r (mm) (38) (64) (57) (86) (70) (114) (86) (127) in. 61/2 81/2 41/2 7 71/2 9 8 8 Critical Edge Distance cac (mm) (165) (216) (114) (178) (191) (229) (203) (203) Effectiveness Factor-Uncracked k„ - 24 24 24 24 Concrete Effectiveness Factor-Cracked k 17 17 17 17 Concrete Modification Factor VC,N' - 1.00 1.00 1.00 1.00 Strength Reduction Factor- - 0.65 Concrete Breakout Failure' Oc6 Pull-Out Strength in Tension(ACI 318 Section D.5.3) Pull-Out Strength Cracked lb 1,7206 3,1456 2,5605 4,3055 N/A4 6,545' N/A” 8,2305 Concrete(f0=2500 psi) NP" (kN) (7.7)6 (14.0)6 (11.4)5 (19.1)5 - (29.1)' - (36.6)5 Pull-Out Strength Uncracked lb N/A' 4,7706 3,2305 4,4955 N/A° 7,6155 7,725' 9,625' uncr Concrete(Pc=2500 psi) N ° (kN) (21.2)6 (14.4)5 (20.0)5 (33.9)5 (34.4)' (42.8)' Strength Reduction Factor- - 0.65 Pullout Failure OP Tensile Strength for Seismic Applications(ACI_Section D.3.3.3) Tension Resistance of Single lb 1,7206 2,8306 2,5605 4,3055 N/A4 6,545' N/A° 8,2305 Anchor for Seismic Loads Np.„q s s s 5 s (fc=2500psi) (kN) (7.7) (12.6)6 ;(11.4) (19.1) - (29.1) - (36.6) Strength Reduction Factor- - 0.65 Pullout Failure' 006 • For SI: 1 inch=25.4 mm,1 lbf=4.45 N. 'The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of 4a applies when the load combinations of Section 1605.2.1 of the IBC,or ACI 318 Section 9.2 are used.If the load combinations of ACI 318 Appendix C are used,the appropriate value of 4sa must be determined in accordance with ACI 318 D.4.5.Strong- BoltTM 2 anchors are ductile steel elements as defined in ACI 318 D.1. 'The tabulated value of Y'tb applies when both the load combinations of Section 1605.2.1 of the IBC,or ACI 318 Section 9.2 are used and the requirements of ACI 318 0.4.4(c)for Condition B are met.Condition B applies where supplementary reinforcement is not provided.For installations where complying supplementary reinforcement can be verified,the 00 factors described in ACI 318 D.4.4 for Condition A are allowed. If the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4 for Condition A are met,the appropriate value of 06 must be determined in accordance with ACI 318 0.4.4(c). If the load combinations of ACI 318 Appendix C are used, the appropriate value of Oh must be determined in accordance with ACI 318 D.4.5(c). °As described in Section 4.1.4 of this report, N/A(Not Applicable)denotes that pullout resistance does not need to be considered. 5The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (V,12,500psi)°5 or(G 117.2MPa)°s 'The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f c 12,500psi)03 or(V,117.2MPa)°3. 'The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (G 12,500psi)°°or(V0 l 17.2MPa)°° 'The tabulated value of¢y or 4q applies when the load combinations of IBC Section 1605.2.1 or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met. If the load combinations of ACI 318 Appendix C are used,appropriate value of 0 must be determined in accordance with ACI 318 D.4.5(c). 'For the 2003 IBC w3 replaces WO,N. ESR-3037 I Most Widely Accepted and Trusted Page 9 of 17 TABLE 3A—CARBON STEEL STRONG-BOLTT"'2 SHEAR STRENGTH DESIGN DATA' NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL UNITS Carbon Steel 3/8 inch 1/2 inch 5/a inch 3/4 inch Anchor Category 1,2 or 3 - 1 in. 1//8 2'/8 23/4 3t/e 33/8 51/8 41/8 53/4 Nominal Embedment Depth hno,,, (mm) (48) (73) (70) (98) (86) (130) (105) (146) Steel Strength in Shear(ACI 318 Section D.6.1) lb 1,800 7,235 11,035 14,480 Shear Resistance of Steel V. (kN) (8.0) (32.2) (49.1) (64.4) Strength Reduction Factor- Steel Failure' Osa - 0.65 — Concrete Breakout Strength in Shear(ACI 318 Section D.6.2) Outside Diameter day in. 0.375 0.500 0.625 0.750 (mm) (9.5) (12.7) (15.9) (19.1) Load Bearing Length of Anchor in. 1.500 2.500 2.250 3.375 2.750 4.500 3.375 5.000 in Shear fe (mm) (38) (64) (57) (86) (70) (114) (86) (127) Strength Reduction Factor- Concrete Breakout Failure' Ocb - 0.70 Concrete Pryout Strength in Shear(ACI 318 Section D.6.3) Coefficient for Pryout Strength kcp - 1.0 2.0 1.0 2.0 2.0 2.0 Effective Embedment Depth her m. 11/2 21/2 21/4 3'/a 23!4 41/2 33!e 5 (mm) (38) (64) (57) (86) (70) (114) (86) (127) Strength Reduction Factor- Concrete Pryout Failure' 4 p 0.70 Steel Strength in Shear for Seismic Applications(ACI 318 Section D.3.3.3) Shear Strength of Single lb 1,800 6,510 9,930 11,775 Anchor for Seismic Loads Vse,e9 (I,.2500 psi) (kN) (8.0) (29.0) (44.2) (52.4) Strength Reduction Factor- Steel Failure' 4ea 0.65 • For SI: 1 inch=25.4 mm, 1 lbf=4.45 N. 'The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of 4e applies when the load combinations of Section 1605.2.1 of the IBC,or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met.If the load combinations of or ACI 318 Appendix C are used,the appropriate value of,c6 must be determined in accordance with ACI 318 D.4.5.Strong-Bolt(M 2 anchors are ductile steel elements as defined in ACI 318 D.1. 3The tabulated value of 0,b applies when both the load combinations of Section 1605.2.1 of the IBC,or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met.Condition B applies where supplementary reinforcement is not provided.For installations where complying supplementary reinforcement can be verified,the O n factors described in ACI 318 D.4.4 for Condition A are allowed.If the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4 for Condition A are met,the appropriate value of As must be determined in accordance with ACI 318 D.4.4(c).If the load combinations of ACI 318 Appendix C are used, the appropriate value of 0cb must be determined in accordance with ACI 318 D.4.5(c). `The tabulated value of A,applies when the load combinations of IBC Section 1605.2.1 or ACI 318 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met. If the load combinations of ACI 318 Appendix C are used,the appropriate value of oc, must be determined in accordance with ACI 318 D.4.5(c). 'For the 2006 IBC do replaces da. ESR-3037 I Most Widely Accepted and Trusted Page 10 of 17 , TABLE 3B—STAINLESS STEEL STRONG-BOLTT14 2 SHEAR STRENGTH DESIGN DATA' NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL UNITS Stainless Steel 3/8 Inch 1/2 inch 6/8 inch 3/4 inch Anchor Category 1,2 or 3 - 1 in. 17/8 27/8 23/4 37/8 33/8' r�/8 41/8 53/4 Nominal Embedment Depth h„o,,, (mm) (48) (73) (70) (98) (86) (130) (105) (146) Steel Strength In Shear(ACI 318 Section D.6.1) lb 3,085 7,245 6,745 10,760 15,045 Shear Resistance of Steel V, (kN) (13.7) (32.2) (30.0) (47.9) (66.9) Strength Reduction Factor- 0.65 - Steel Failure' Osa Concrete Breakout Strength in Shear(ACI 318 Section D.6.2) in. 0.375 0.500 0.625 0.750 Outside Diameter day (mm) (9.5) (12.7) (15.9) (19.1) Load Bearing Length of Anchor in. 1.500 2.500 2.250 3.375 2.750 4.500 3.375 5.000 in Shear fa (mm) (38) (64) (57) (86) (70) (114) (86) (127) Strength Reduction Factor- Concrete Breakout Failure3 003 0.70 Concrete Pryout Strength in Shear(ACI 318 Section D.6.3) Coefficient for Pryout Strength Ic - 1.0 2.0 1.0 2.0 2.0 2.0 in. 11/2 21/2 21/4 33/8 2314 41/2 33/8 5 Effective Embedment Depth he, (mm) (38) (64) (57) (86) (70) (114) (86) (127) Strength Reduction Factor- O Concrete Pryout Failure4 °p 0.70 Steel Strength in Shear for Seismic Applications(ACI 318 Section D.3.3.3) Shear Strength of Single lb 3,085 6,100 6,745 10,760 13,620 Anchor for Seismic Loads V0004 W.=2500 psi) (kN) (13.7) (27.1) (30.0) (47.9) (60.6) Strength Reduction Factor- 0.65 - Steel Failure' O For SI: 1 inch=25.4 mm. 1 Ibf=4.45 N. 'The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 'The tabulated value of rs,applies when the load combinations of Section 1605.2.1 of the IBC,or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met. If the load combinations of or ACI 318 Appendix C are used,the appropriate value of A,must be determined in accordance with ACI 318 D.4.5.Strong-BoltT0 2 anchors are ductile steel elements as defined in ACI 318 D.1. 3The tabulated value of 06 applies when both the load combinations of Section 1605.2.1 of the IBC,or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met.Condition B applies where supplementary reinforcement is not provided.For installations where complying supplementary reinforcement can be verified,the Oe factors described in ACI 318 D.4.4 for Condition A are allowed. If the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4 for Condition A are met,the appropriate value of 0,o must be determined in accordance with ACI 318 D.4.4(c).If the load combinations of ACI 318 Appendix C are used, the appropriate value of Oa must be determined in accordance with ACI 318 D.4.5(c). 4The tabulated value of OeP applies when the load combinations of IBC Section 1605.2.1 or ACI 318 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met. If the load combinations of ACI 318 Appendix C are used,the appropriate value of Opp must be determined in accordance with ACI 318 D.4.5(c). 'For the 2006 IBC do replaces d4 f ESR-3037 I Most Widely Accepted and Trusted Page 11 of 17 TABLE 4A—CARBON STEEL STRONG-BOLTTM 2 TENSION AND SHEAR STRENGTH DESIGN DATA FOR THE SOFFIT OF CONRETE OVER PROFILE STEEL DECK,FLOOR AND ROOF ASSEMBLIES''2'fie NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL UNITS Lower Flute Upper Flute 3/8 inch 1/2 inch 5/8 inch 3/4 inch 3/8 inch 1/2 inch In. 2 33/8 23/4 41/2 33/8 5518 41/8 2 23/4 Nominal Embedment Depth Nom (mm) (51) (86) (70) (114) (86) (143) (105) (51) (70) in. 15/8 3 21/4 4 23/4 5 33/8 15/8 21/4 Effective Embedment Depth he, (mm) (41) (76) (57) (102) (70) (127) (86) (41) (57) in. 2'/8 3�/2 3 43/4 35/8 57/8 43/8 2 /8 3 Minimum Hole Depth h„a,e (mm) (54) (89) (76) (121) (92) (149) (111) (54) (76) ft-Ibf 30 60 90 150 30 60 Installation Torque TTst (N-m) (40.7) (81.3) (122.0) (203.4) (40.7) (81.3) Pullout Strength,concrete lb 1,040' 2,615' 2,040' 2,730' 2,615' 4,990' 2,815' 1,340' 3,785' on metal deck(cracked)3 NPdeCk" , , , , 7 7 (kN) (4.6) (11.6) (9.1) (12.1) (11.6) (22.2) (12.5) (6.0) (16.8) Pullout Strength,concrete lb 1,765' 3,150' 2,580' 3,840' 3,685' 6,565' 3,800' 2,275' 4,7957 on metal deck(uncracked)3 NP•deck uTT' , , , 7 (kN) (7,9)7 (14.0) (11.5) (17.1) (16.4) (29.2) (16.9) (10.1) (21.3) Pullout Strength,concrete lb 1,040' 2,615' 2,040' 2,730' 2,615' 4,990' 2,815' 1,340' 3,785' on metal deck(Seismic)5 Np,deck,eq , 7 (kN) (4.6) (11.6) (9.1) (12.1) (11.6) (22.2) (12.5) (6.0) (16.8) Steel Strength in lb 1,595 3,490 2,135 4,580 2,640 7,000 4,535 3,545 5,920 Shear,concrete on metal Vsadedk deck' (kN) (7.1) (15.5) (9.5) (20.4) (11.7) (31.1) (20.2) (15.8) (26.3) Steel Strength in Shear, lb 1,595 3,490 1.920 4,120 2,375 6,300 3,690 3,545 5,330 concrete on metal deck Vsa decker; (Seismic)5 (kN) (7.1) (15.5) (8.5) (18.3) (10.6) (28.0) (16.4) (15.8) (23.7) For SI:1 inch=25.4 mm,1 lbf=4.45 N. 'Installation must comply with Section 4.3 and Figure 4. 2Profile steel deck must comply with Figure 4 and Section 3.3 of this report. 'The values must be used in accordance with Section 4.1.4 of this report. 4The values must be used in accordance with Section 4.1.5 of this report. 'The values must be used in accordance with Section 4.1.8 of this report. 'The minimum anchor spacing along the flute must be the greater of 3he,or 1.5 times the flute width. 'The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f'c l 3,000psi)°5 or(Cc/20.7MPa)°5 'Concrete shall be normal-weight or sand-lightweight concrete having a minimum specified compressive strength,f',,of 3,000 psi(20.7 MPa). ESR-3037 I Most Widely Accepted and Trusted Page 12 of 17 , TABLE 4B—STAINLESS STEEL STRONG-BOLTT/4 2 TENSION AND SHEAR STRENGTH DESIGN DATA FOR THE SOFFIT OF CONRETE OVER PROFILE STEEL DECK,FLOOR AND ROOF ASSEMBLIESI'2'e'10 NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL UNITS Lower Flute Upper Flute 3/8 inch 1/2 inch 5/8 inch 3/4 inch 3/8 inch 1/2 inch in. 2 33/8 23/4 41/2 33/8 55/8 41/8 2 23/4 Nominal Embedment Depth h„o„, (mm) (51) (86) (70) (114) (86) (143) (105) (51) (70) in. 15/8 3 21/4 4 23/4 5 33/8 15/8 21/4 Effective Embedment Depth he (mm) (41) (76) (57) (102) (70) (127) (86) (41) (57) in. 21/8 31/2 3 43/4 35/8 57/8 43/8 21/8 3 Minimum Hole Depth hod. (mm) (54) , (89) (76) (121) (92) (149) (111) (54) (76) ft-Ibf 30 60 80 150 30 60 Installation Torque Tins, (N-m) (40.7) (81.3) (108.5) (203.4) (40.7) (81.3) Pullout Strength,concrete lb 1,2308 2,6058 1,990' 2,550' 1,7509 4,0209 3,030' 1,5508 2,055' on metal deck(cracked)3 Npdack.cr (kN) (5.5)8 (11.6)8 (8.9)7 (11.3)' (7.8)8 (17.9)9 (13.5)' (6.9)8 (9.1)7 Pullout Strength,concrete lb 1,5808 3,9508 2,475' 2,660' 2,470' 5,000' 4,2758 1,9908 2,560' on metal deck(uncracked)3 N(,d9Ck.W0r 8 e > > s 8 7 (kN) (7.0) (17.6)8 (11.0) (11.8) (11.0) (22.2) (19.0) (8.9) (11.4) Pullout Strength,concrete lb 1,2308 2,3458 1,9907 2,550' 1,7509 4,0209 3,030' 1,5508 2,055' on metal deck(seismic)° Np.deck.ep 8 g , g ° 8 7 (kN) (5.5) (10.4)8 (8.9) (11.3) (7.8) (17.9) (13.5) (6.9) (9.1) Steel Strength in lb 2,285 3,085 3,430 4,680 3,235 5,430 6,135 3,085 5,955 Shear,concrete on metal Vsadau deck' (10. ) (13.7) (15.3) (20.8) ((kN) (10.2) (24.2) (27.3) (13.7) (26.5) Steel Strength in lb 2,285 3,085 2,400 3,275 3,235 5,430 5,520 3,085 4,170 Shear,concrete on metal V.deck.eq deck(seismic)5• (kN) (10.2) (13.7) (10.7) (14.6) (14.4) (24.2) (24.6) (13.7) (18.5) For SI: 1 inch=25.4 mm, 1 lbf=4.45 N. 'Installation must comply with Section 4.3 and Figure 4. 2Profile steel deck must comply with Figure 4 and Section 3.3 of this report. 3The values must be used in accordance with Section 4.1.4 of this report. 4The values must be used in accordance with Section 4.1.5 of this report. °The values must be used in accordance with Section 4.1.8 of this report. °The minimum anchor spacing along the flute must be the greater of 3h0,or 1.5 times the flute width. 'The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f's/3,000psi)°°or(r,/20.7MPa)°s °The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f c l 3,000psi)°3 or(r,120.7MPa)°3 °The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by if'o/2,500psi)°4 or(r,l 17.2MPa)°4. °Concrete shall be normal-weight or sand-lightweight concrete having a minimum specified compressive strength,f'0,of 3,000 psi (20.7 MPa). ESR-3037 I Most Widely Accepted and Trusted Page 13 of 17 TABLE 5—EXAMPLE STRONG-BOLTTM'2 ALLOWABLE STRESS DESIGN TENSION VALUES FOR ILLUSTRATIVE PURPOSES1'2.a.45,e•7,e,9 Nominal Anchor Nominal Embedment Depth,h00,,, Effective Embedment Depth,her Allowable Tension Load, Ta„owb,e Diameter (in.) (in.) (lbs.) (in.) Carbon Steel 3 17/8 11/2 970 /8 27/8 21/2 1,465 23/4 21/4 1,585 1/2 37/8 33/8 2,305* 33/8 23/4 2,400 5/8 51/8 41/2 3,965 3 41/8 33/8 3,125 /4 53/4 5 3,895 Stainless Steel 3 17/8 11/2 970 /8 27/8 21/2 2,080 23/4 21/4 1,420 1/2 37/8 33/8 1,975 33/8 23/4 2,405 5/8 51/8 4t/2 3,345 3/4 41/8 33/8 3,270 53/4 5 4,225 Design Assumptions: 1.Single Anchor. 2.Tension load only. 3.Concrete determined to remain untracked for the life of the anchorage. 4.Load combinations taken from ACI 318 Section 9.2(no seismic loading). 5.30 percent Dead Load(D)and 70 percent Live Load(L);Controlling load combination is 1.2D+1.6L.Calculation of a based on weighted average.a =1.2D+1.6L=1.2(0.3)+1.6(0.7)=1.48. 6.Normal weight concrete with f'=2,500 psi. 7.Cai=Ca2 Z Cac 8.Concrete thickness,h?hr.,;,, 9.Values are for Condition B(supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided.) *Illustrative Procedure(reference Table 2 of this report for design data): Strong-BoltTM 2 carbon steel:1/2-inch diameter with an effective embedment depth,hei=3 3/8". Step 1:Calculate steel strength in tension in accordance with ACI 318 D.5.1, QtaNsa=0.75 x 12,100=9,075 lbs. Step 2:Calculate concrete breakout strength in tension in accordance with ACI 318 D.5.2, AbNCb=0.65 x 7,440=4,836 lbs. Step 3:Calculate pullout strength in tension in accordance with ACI 318 0.5.3, =0.65 x 5,255=3,416 lbs. Step 4:The controlling value from Steps 1.2,and 3 above in accordance with ACI 318 D.4.1.2, ON,=3,416 lbs. Step 5:Divide the controlling value by the conversion factor a as determined in footnote 5 and in accordance with Section 4.2.1 of this report; Tanowable,AsP= o/a=3,416/1.48=2,305 lbs. For single anchor and anchor groups,the edge distance,spacing and member thickness requirements in Tables 1A and 1B of this report apply. ESR-3037 I Most Widely Accepted and Trusted Page 14 of 17 TABLE 6—LENGTH IDENTIFICATION HEAD MARKS ON STRONG-BOLTT""2 ANCHORS (CORRESPONDS TO LENGTH OF ANCHOR-INCHES) Mark Units A B C D E F G H I J K L M From in 11/2 2 21/2 3 31/2 4 41/2 5 51/2 6 61/2 7 71/2 Up To But Not in 2 21/2 3 3'/2 4 41/2 5 51/2 6 61/2 7 71/2 8 Including Mark Units N 0 P Q R S T U V W X Y Z From in 8 81/2 9 91/2 10 11 12 13 14 15 16 17 18 Up To But Not in 81/2 9 9'/2 10 11 12 13 14 15 16 17 18 19 Including '.rd,tosit4 yaA .K>n...,,:,. „ .v...4. . -=sat FIGURE 1—STRONG-BOLT"2 WEDGE ANCHOR(CARBON STEEL VERSION) �' t� 16.11010112 de C) o O 0 ° O o o ° O 0 o p o° O o O o ° Canch O° 0 O O 0 o p ° 0 0 ° het hnom ho °° ° da o 0 O D o 0 O O O o D D 0 o a O O a O , 0 o O 00 O o O 0 00 r °o 0 0 • ° o ° 0 ° 0 o - O 3 O O O o O O O 00 a FIGURE 2—STRONG-BOLTTM 2 WEDGE ANCHOR INSTALLATION , ESR-3037 I Most Widely Accepted and Trusted Page 15 of 17 /4 . . . r .• °o ° 00 0 ° • . C0 °r o e=-- O0 0 oO c; oq p ..C) .. O ,c ;' 0° ° 0 o0o U 00° "° 0 00 —. Po v` u�� cc:� C O0 ° ° 0 0 0 0 ° 0 a o��• Oo 0 O°� o o c a O 0 0 ° ° ° 0 ° e 0 0 0 °c o ' , O °o 0 ° ° o 00) O " 0' co ac u 0 ° 0° 0 —.t ° 0 ° cp 0 U J . o 0 o ° 0 °O °° 0 . oo ' o " O ° 0 � 0 �0 O „i O U o O O O • 0 ° O 0O o c0 Q o . o O 0 0 • 0 °0 ° `°O O ° " ff o0o 0 °00 O O f3 0 " 0 o 0 O 000 o O 0 L ,00 c 0 0 q�0n c0 0 0 00 co° ° FIGURE 3—STRONG-BOLT'""2 WEDGE ANCHOR INSTALLATION SEQUENCE SAND-LIGHTWEIGHT OR NORMAL WEIGHT CONCRETE MIN.11/2" I MIN.1/2"TYP. (MIN.tc=3,000 PSI) ••O' ° ° - ` ° '. C °• °: ° ° • ° ° O ° " °O • ' ° . • • o° ° ' °° ° o • ° n. V p/ °° u 1# oq \" o• / - o o UPPER 0,/N. f!p FLUTE I MIN. 20 GAUGE MAX.3" MIN.41/2" MIN.41/2" PROFILE ......--o.- METAL DECK r MIN.12"TYP.--= LOWER FLUTE i f MAX. 1"OFFSET,TYP. FIGURE 4—INSTALLATION IN THE SOFFIT OF CONCRETE OVER PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the upper flute or lower flute of the steel deck assembly provided a minimum 1/2-inch concrete cover beyond the end of the anchor is provided,Anchors in the lower flute of Figure 4 may be installed with a maximuml-inch offset in either direction from the centerline of the flute. fors IA _ c` ' fir u toCl r L L S mn c_, Como for c> Edge distance,c FIGURE 5—INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING' 'Interpolation only valid for 3/4-inch diameter carbon steel and 3/e-,'/2-and 5/e-inch diameter stainless steel anchors Spacing and edge distance combinations must fall on or above and to the right of the diagonal line. ESR-3037 I Most Widely Accepted and Trusted Page 16 of 17 1000 lb. •-- 350 lb. Determine if a single i inch diameter carbon steel Strong-Bolt"2 331 in. , ' torque-controlled expansion anchor with a minimum 3%inch -•.< embedment(he,=3%inches)installed 4 inches from the edge of a 12 inch deep spandrel beam is adequate for a service tension load 4 in. of 1,000 lb.for wind and a reversible service shear load of 350 lb. for wind.The anchor will be in the tension zone,away from other • - Note:Rebar not anchors in fc=3,000 psi normal-weight concrete. ‘ - shown for clarity. ACI 318-08 Report ACI318-08 Report Code Ret Ref. Code Ref. Ref 1. Determine the Factored Tension and 4 Pullout Capacity: 0.5.3 Shear Design Loads: 9.2 1 N x ,000 "= 4,091 lb. Table 2A pn,cr`3.735 (3 2,500 Nua=1.6W.1.6 x 1,000=1,500 lb. 41=0.65 Table 2A Vua-1.6W=1.6 x 350-560 lb. 4Np11=0.65 x 4,091- 2.659 5 Check All Failure Modes under Tension Loading: 0.4.12 2.Steel Capacity under Tension Loading 0.5.1 Summary: Nsa=12.100 Table 2A Steel Capacity = 9,075 lb '1=0.75 Table 2A Concrete Breakout Capacity = 3,175 lb. n=1(single anchor) Pullout Capacity - 2.659 lb.. Controls Calculating for Oka: On=2,659 lb.as Pullout Capacity controls>No a=1,600 lb.-OK 111Nsa=0.75 x 1 x 12.100=9,075 lb. 6.Steel Capacity under Shear Loading: 0 6.1 Vsa=7.235 lb. Table 3A 4'=0.65 Table 3A 3.Concrete Breakout Capacity under Tension Loading: D.5.2 Calculating for 0Vsa. $V =0.65 x 7.235=4,703 lb. Nct1= ANC 'r ed.N w e N`V cp.N Nb Eq.(0-4), sa- ANCO 7.Concrete breakout Capacity under Shear Loading: D.6.2 where: Vco=Ay n Wed.V"c,V`vh,VVb Eq.(0-21) Alb.kci.vfehe1' Eq (0-7) where: substituting: V b 1=7( e rvo i.x c, ' Eq.(0-24) d a Jc �t" a Mc'41 ANC `I'od.N y'c.N'lrcp.N kc i.i f''he?' substituting: ,Acv where' '°Vet=4 ..V tPen,V`l�c.V``�h.V7((e .Jdu ''Jccat'' Avco Ida}. , kc=kcr=17 Table 2A where: t / i.=1.0 for normal-weight concrete 8.6.1 4)=0.70 for Condition B w 1.0 D.5.2.7 (no supplementary reinforcement provided) Table 3A cp,N ca,min Avco=4.5cat'=4.5(4)`=72 in." Eq.(0-23) v48=0.7+0.3 1 'r when ca.ntin<1.5 hat Eq (0.11) el Avc=2(1.5cat)(1.5cat)=2(1.5(4))(1.5(4))=72 in.? Fig.RD.62.1(a) by observation.ca,min=4<1.5het 4VC = 72 =1 D.6.2.1 v ,"re =0.7+0.3 - 44) =0.94 Avco 72 1.5(3.375) 'v 1.0 since c >1 5c Eq.(0-27) ed.V= .a2- at ,ii c,N=1.0 assuming cracking `irc.v=1.0 assuming cracking at service loads(ft>f,) 0.6.2.7 at service loads fit>I() 0.5.2.6 ha=12 in. b-0.65 for Condition B Table 2A (no supplementary reinforcement provided) wn.v 1.0 since ha>1.5cat 0.6.2.8 ANcu=9he12=9(3.375}'=102.52 in.' Eq.(0-6) da-0.5 In ANC.(cat+1.5he/)(2 x 1.5hat) Fig.R0.5.2.1(a) te'3.375 in. D.62.2 _(4+1.5(3.375)1(2 x 1.5(3.37511=91.78 in.2 1.=1.0 for normal-weight concrete 8.6.1 A86-91.76 =0.90 cat=4 in. ANCO 102.52 4Vct,=0.70x1 a 1.0x1.0x1.0x7x (3.375\`''xr0.5x1.0x;3.000 Calculating for+N61 \ 0.5 J x(41'`.=2.224 lb. ..........._ NNcb-0.65x0.90x0.94x1.Ox1.0x17x 1.0xv3,000e(3.375)`'.-3.175lb. FIGURE 6-STRONG-BOLT1M 2 EXAMPLE CALCULATION ESR-3037 I Most Widely Accepted and Trusted Page 17 of 17 ACI 318-08 Report ACI 318-08 Report Code Ref. Ref. Code Ref Ref. 8.Concrete Pryout Strength. D.6.3 10 Check Interaction of Tension and Shear Forces: 07 Vcp=kcp Ncb Eq.(0.30 If 0.2 mV„:,Vua then the full tension design strength is permitted 0.7.1 where. By observation.this is not the case. n =0.70 Table 3A If 0.2 4 Nn r No.then the full shear design strength is permitted 0.7.2 kcp-2.0 0.6.3.1 By observation,this is not the case. h 0 k.`p N.` =2.0 x 3'175 =9.769 1b. 0.6.3.1 .65 Therefore. OnVcp=0.70 x 1 x 9.769=6,838 lb. Nua + Vua <1.2 Eq.(0-32) ON„ Vn 1.600 560 + -0.60+0.25=0,85<1.2--OK 9. Check All Failure Modes under Shear Loading: D 4 12 2,659 2.224 Summary: Steel Capacity = 4,703 lb. 11.Summary Concrete Breakout Capacity = 2,224 lb.4--Controls A single I/]in.diameter carbon steel Strong•8oit"2 anchor Pryout Capacity = 6.838 lb at a 3%in.embedment depth is adequate to resist the applied service tension and shear loads 011,000 lb.and 350 lb., 4 Vn=2.224 lb.as Concrete Breakout Capacity controls> respectively. Vua=560 lb.—OK FIGURE 6—STRONG-BOLTTM 2 EXAMPLE CALCULATION(Continued) • MITI Hilti. Outperform. Outlast. HUS-EZ Concrete Screw Anchor Submittal for use in both cracked and uncrack concrete Includes: Product Technical Information ICC Report ESR-3027 • KWIK HUS/KWIK HUS-EZ N1`T'1 Screw Anchors Applications Drill. Drive. Done. C • Glazing,windows and storefronts KWIK H US and KWIK HUS-EZ • Racking and shelving Screw Anchors • Ledgers • Inside railing • Seismic braces KWIK HUS and KWIK HUS-EZ take screw anchor technology to the next level. • Formwork and tilt up braces Experience the ease and speed of setting, superior load values, and comprehensive • Sill plates approvals that are unique to Hilti. • Perimeter walls The KWIK HUS anchor line is the direct result of decades of jobsite experience combined with the most sophisticated research and development in the industry. Outperform and Outlast • Quick and easy to install,with no torque wrench required • Optimized thread design for bests in-class setting performance and , e superior load values •' • For use with standard ANSI- tolerance drill bit;no matched tolerance drill bits are required KWIK HUS-EZ • KWIK HUS-EZ 1/4"to 3/4": KWIK HUS-EZ offers one solution for every zone:cracked concrete, uncracked ICC-ES for cracked and uncracked concrete,concrete over metal deck and grout-filled CMU blocks in seismic and non- concrete,lightweight concrete over metal deck,and in seismic seismic zones. conditions KWIK HUS-EZ is a reliable, easy-to-set and fully-removable fastening solution • ICC-ES for grout-filled CMU pending developed to fulfill all your needs with a comprehensive cracked concrete and • Technical data for KWIK HUS in seismic ICC-ES approved portfolio from 1/4" to 3/4" and an ICC-ES , concrete available in accordance approval pending for grout filled CMU blocks. with AC 193,appendix D • IBC 2003,2006 and 2009 compliant With the launch of the KWIK HUS-EZ, Hilti introduces • Fully removable anchoring solution the only 1/4"anchor with a ICC-ES approval in • Suitable for reduced edge distances cracked concrete. and spacing • Attractive head with integrated washer and clear indication of length and size ! ,� ry „ I 2003 IBC® 2006 IBC° KWIK HUS Compliant Anchor Compliant Anchor KWIK HUS offers you speed and ease of installation in a fully-removable screw 2009 IBC® anchor solution.With published technical data evaluated to AC 193 and an ICC-ES report for grout-filled CMU blocks pending,the KWIK HUS drives productivity while Compliant Anchor offering the approvals you need to get the job done. Hilti. Outperform. Outlast. ' °OO1Oe ' YOU Erb • Y• 6••°a^' Hilti, Inc. (U.S.) 1-800-879-8000 www.us.hiiti.com • en espanol 1-800-879-5000 2 ®«Iltl«°rthAm.rl°.m «.nl«°.tnwm.N°. Hilti (Canada) Corporation 1-800-363-4458 • www.hilti.ca 1411=TI KWIK HUS/KWIK HUS EZ Screw Anchors Order Information KWIK HUS-EZ Description Hole Total Length Minimum Qty(pcs) Item No. Diameter without Embedment Box Anchor Head Depth KH-EZ 1/4"x 2-5/8" 1/4" 2-5/8" 2-1/2" 100 00418045 , KH-EZ 1/4"x 3" 1/4" 3" 2-1/2" 100 00418046 r ids . KH-EZ 1/4"x 3-1/2" 1/4" 3-1/2" 2-1/2" 100 00418047 r' KH-EZ 3/8"x 3" 3/8" 3" 2-1/2" 50 00418057 KH-EZ 3/8"x 3-1/2" 3/8" 3-1/2" 2-1/2" 50 00418058 KH-EZ 3/8"x 4" 3/8" 4" 3-1/4" 50 00418059 y KH-EZ 3/8"x 5" 3/8" 5" 3-1/4" 30 00418061 KH-EZ 1/2"x 2-1/2" 1/2" 2-1/2" 2-1/4" 30 00418070 nr.A ; t a-- KH-EZ 1/2"x 3-1/2" 1/2" 3-1/2" 3" 25 00418072 , 1 1� 1 - J i�l /1 • r KH-EZ 1 /2"x 4" 1/2" 4" 3" 25 00418073 1' KH-EZ 1/2"x 4-1/2" 1/2" 4-1/2" 4-1/4" 25 00418075 KH-EZ 1/2"x 6" 1/2" 6" 4-1/4" 25 00418077 KH-EZ 5/8"x 4" 5/8" 4" 3-1/4" 15 00418079 i '1f KH-EZ 5/8"x 5-1/2" 5/8" 5-1/2" 5" 15 00418080 -) KH-EZ 5/8"x 6-1/2" 5/8" 6-1/2" 5" 15 00418081 ` f' KH-EZ 3/4"x 4-1/2" 3/4" 4-1/2" 4" 10 00418083 KH-EZ 3/4"x 5-1/2" 3/4" 5-1/2" 4" 10 00418084 KH-EZ 3/4"x 7" 3/4" 7" 6 1/4 10 00418085 KH-EZ 3/4"x 9" 3/4" 9" 6 1/4" 10 00418087 1, r KWIK HUS Description Hole Total Length Minimum Qty(pcs) Item No. Diameter without Embedment Box Anchor Head Depth KH 3/8"x 2-1/8" 3/8" 2-1/8" 1-5/8" 50 00434436 KH 3/8"x 3" 3/8" 3" 2-1/2" 50 00434437 KH 3/8"x 3-1/2" 3/8" 3-1/2" 2-1/2" 50 00434438 `„ KH 3/8"x 4" 3/8" 4" 3-1/4" 50 00434439 KH 1/2"x 3" 1/2" 3" 2-1/4" 30 00434441 KH 1/2"x 4" 1/2" 4" 3" 25 00434443 KH 1/2"x 4-1/2" 1/2" 4-1/2" 4-1/4" 25 00434444 KH 1/2"x 5" 1/2" 5" 4-1/4" 25 00434445 KH 1/2"x 6" 1/2" 6' 4-1/4" 25 00434446 KH 5/8"x 4" 5/8" 4" 3-1/4" 15 00434447 Only Hilti has everything you need to get the job done—TE 4-A18 Cordless KH 5/8"x 5-1/2" 5/8" 5-1/2" 5" 15 00434448 Rotary Hammer Drill,TE-CX Drill Bits, KH 3/4"x 4-1/2" 3/4" 4-1/2" 4" 10 00434450 SIW 18T-A Cordless High Torque KH 3/4"x 5-1/2" 3/4" 5-1/2" 4" 10 00434451 Impact Wrench,HUS Anchors KH 3/4"x 7" 3/4" 7" 6-1/4" 10 00434452 and sockets Note: More sizes available than shown in this publication. Please check our 2011 catalog or Hilti Online: www.us.hilti.com or www.hilti.ca Hilti. Outperform. Outlast. Hilti, Inc. (U.S.) 1-800-879-8000 www.us.hilti.com • en espanol 1-800-879-5000 ,e.b..k-een„ you Tube ••••••+°��°°°� Hilti(Canada)Corporation 1-800-363-4458 • www.hilti.ca ®HhtINe,thA.,.,l. Hrnrb,mw.,..w. 3 ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-3027 Issued December 1, 2010 This report is subject to re-examination in one year. www.icc-es.orq (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council® DIVISION:03 00 00—CONCRETE 3.0 DESCRIPTION Section:03 16 00—Concrete Anchors 3.1 KW1K HUS-EZ(KH-EZ): REPORT HOLDER: Hilti KWIK HUS-EZ (KH-EZ) anchors are comprised of a body with hex washer head. The anchor is manufactured HILTI,INC. from carbon steel and is heat treated. It has a minimum 5400 SOUTH 122"D EAST AVENUE 0.0003-inch(8 pm)zinc coating in accordance with DIN EN TULSA,OKLAHOMA 74146 ISO 4042 The anchoring system is available in a variety of (800)879-8000 lengths with diameters of inch, 318 inch, 1/2 inch, 518 inch w00)87 hilti.corn and 3/4 inch (6.4 mm, 9.5 mm, 12.7 mm, 15.9 mm and 19.1 HiltiTechEnqq us.hilti,coni mm). The KWIK HUS-EZ(KH-EZ)is illustrated in Figure 1. The hex head is larger than the diameter of the anchor EVALUATION SUBJECT: and is formed with serrations on the underside. The anchor body is formed with threads running most of the length of HILTI KWIK HUS-EZ(KH-EZ)CARBON STEEL SCREW the anchor body. The anchor is installed in a predrilled hole ANCHORS FOR USE IN CRACKED AND UNCRACKED with a powered impact wrench or torque wrench. The CONCRETE anchor threads cut into the concrete on the sides of the hole and interlock with the base material during installation. 1.0 EVALUATION SCOPE 3.2 Concrete: Compliance with the following codes: Normal-weight and lightweight concrete must conform to • 2009 International Building Code®(2009 IBC) Sections 1903 and 1905 of the IBC. 3.3 Steel Deck Panels: • 2009 International Residential Code®(2009 IRC) Steel deck panels must comply with the configurations in IN 2006 International Building Code®(2006 IBC) Figure 3 and have a minimum base steel thickness of 0.035 inch (0.889 mm). Steel must comply with ASTM A • 2006 International Residential Code®(2006 IRC) 653/A 653M SS Grade 33 and have a minimum yield • 2003 International Building Code®(2003 IBC) strength of 33,000 psi(228 MPa) 4.0 DESIGN AND INSTALLATION • 2003 International Residential Code®(2003 IRC) 4.1 Strength Design: Property evaluated: 4.1.1 General: Design strength of anchors complying Structural with the 2009 and 2003 IBC and Section R301 1.3 of the 2009 and 2003 IRC must be determined in accordance 2.0 USES with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and 2006 The Hilti KWIK HUS-EZ (KH-EZ) screw anchors are used IRC must be in accordance with ACI 318-05 Appendix D to resist static, wind and seismic tension and shear loads and this report. Design parameters provided in Table 2 in cracked and uncracked normal-weight and sand- through Table 5 of this report are based on the 2009 IBC lightweight concrete having a specified strength, Pc, of (ACI 318-08) unless noted otherwise in Sections 4.1.1 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and through 4.1.12. cracked and uncracked normal-weight or sand-lightweight The strength design of anchors must comply with ACI concrete over steel deck having a minimum specified 318 0.4.1, except as required in ACI 318 D.3.3. Strength compressive strength,fee, of 3,000 psi(20.7 MPa) reduction factors, A as given in ACI 318 D 4.4, and noted The Hilti KWIK HUS-EZ (KH-EZ) screw anchors are an in Tables 3 and 4 of this report, must be used for load alternative to anchors described in Sections 1911 and combinations calculated in accordance with Section 1912 of the 2009 and 2006 IBC and Sections 1912 and 1605 2.1 of the IBC and Section 9.2 of ACI 318. Strength 1913 of the 2003 IBC The anchors may also be used reduction factors, 0, as given in ACI 318 D.4.5 must be where an engineered design is submitted in accordance used for load combinations calculated in accordance with with Section R301.1 3 of the IRC. ACI 318 Appendix C. /CC GS Evaluation Reports are nos to be construed as represennng aesthelics or ony other atrrtbutes not specifically addressed,nur are they so be construed ,re!cc as an endocsement of the.subject oldie report or a recommendalinnfor its use.There is no warranty by/CC rivo/uaoon Service,li.C,express nr tmphed as a' /o any finding or other mailer in This report.or as to any product covered by the report Copynghi t 2010 Page 1 0111 ESR-3027 I Most Widely Accepted and Trusted Page 2 of 11 The value of f'c used in the calculation must be limited to uncracked concrete must be calculated according to Eq-2, a maximum of 8,000 psi (55.2 MPa), in accordance with whereby the value of Np,deck,uncr must be substituted for ACI 318 D 3 5. An example calculation is provided in Np,uncr and the value of 3,000 psi (20 7 MPa) must be Figure 4. substituted for the value of 2,500 psi (17.2 MPa) in the 4.1.2 Requirements for Static Steel Strength in denominator Tension, N5a: The nominal static steel strength, Nsa, of a 4.1.5 Requirements for Static Steel Shear Capacity, single anchor in tension calculated in accordance with ACI Vsa: The nominal steel strength in shear, Vsa, of a single 318 D.5.1.2, Nsa, is given in Table 3 of this report. Strength anchor in accordance with ACI 318 D,6,1.2 is given in reduction factors,O, corresponding to brittle steel elements Table 4 of this report and must be used in lieu of the must be used. values derived by calculation from ACI 318, Eq. D-20. The 4.1.3 Requirements for Static Concrete Breakout strength reduction factor,0, corresponding to brittle steel Strength in Tension, Ncb or Ncbg: The nominal concrete elements must be used The nominal shear strength breakout strength of a single anchor or a group of anchors Vsa.decH, of anchors installed in the soffit of sand lightweight in tension, Ncb and Nog, respectively, must be calculated in or normal-weight concrete filled steel deck floor and roof accordance with ACI 318 D.5.2, with modifications as assemblies, as shown in Figure 3, is given in Table 5 described in this-section. The basic concrete breakout 4.1.6 Requirements for Static Concrete Breakout strength in tension, Alb, must be calculated in accordance Strength in Shear, VVb or VCbp: The nominal concrete with AC1 318 D.5 2.2, using the values of het and kcr as breakout strength of a single anchor or group of anchors in given in Table 3 of this report. The nominal concrete shear, Vcb or V . respectively, must be calculated in breakout strength in tension in regions where analysis accordance with ACI 318 D.6 2, with modifications as indicates no cracking in accordance with ACI 318 0.5.2.6 described in this section. The basic concrete breakout must be calculated with the value of kuncr as given in Table strength in shear, Vb, must be calculated in accordance 3 and with i c,N= 1.0. with ACI 318 D.6.2.2 using the values of to and da given in For anchors installed in the lower or upper flute of the Table 4. soffit of sand-lightweight or normal-weight concrete-filled For anchors installed in the lower or upper flute of the steel deck floor and roof assemblies, as shown in Figure 3, soffit of sand-lightweight or normal-weight concrete-filled calculation of the concrete breakout strength in accordance steel deck floor and roof assemblies, as shown in Figure 3, with ACI 318 D.5.2 is not required. calculation of the concrete breakout strength in accordance 4.1.4 Requirements for Static Pullout Strength in with ACI 318 D.6 2 is not required Tension, N,>: The nominal pullout strength of a single 4.1.7 Requirements for Static Concrete Pryout anchor in accordance with ACI 318 D.5.3.1 and D.5.3.2 in Strength in Shear, Vcp or VCp0: The nominal concrete cracked and uncracked concrete, Np,c,, and Np,unci, pryout strength of a single anchor or group of anchors, Vcp respectively, is given in Table 3. In lieu of ACI 318 0.5.3.6, or VcAg, respectively, must be calculated in accordance with WC,P= 1.0 for all design cases. In accordance with ACI 318 ACI 318 D.6.3, modified by using the value of kcp provided 0.5.3, the nominal pullout strength in cracked concrete in Table 4 and the value of Ncb or Ncbg as calculated in may be adjusted according to Eq.-1: Section 4 1.3 of this report. N N I (1b psi) (Eq 1) For anchors installed in the lower or upper flute of the pI = a� zs ,oo soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 3. N , = N ` (N, MPa) calculation of the concrete pryout strength in accordance p'f` n.cr 17.2 with ACI 318 D 6.3 is not required. where PC is the specified concrete compressive strength. 4.1.8 Requirements for Seismic Design: In regions where analysis indicates no cracking in 4-1.8.1 General: For load combinations including accordance with ACI 318 0.5.3.6, the nominal pullout seismic, the design must be in accordance with ACI 318 strength in tension may be adjusted according to Eq-2 D.3.3, as modified by Section 1908.1.9 of the 2009 IBC or Section 1908.1.16 of the 2006 IBC, as applicable, or the N p,f, = N \I2300 (lb, psi) (Eq-2) following. I ACI 318 SECTION ' CODE Np,/' = Np,uncr t7 (N, MPa) CODE D.3.3 SEISMIC EQUIVALENT where f'c is the specified concrete compressive strength REGION DESIGNATION Seismic Design Where values for Np,cr or Np,5Mr are not provided in Table 2003 IBC and Moderate or high Categories C, D, E 3 of this report, the pullout strength in tension need not be 2003 IRC seismic risk and F considered. The nominal pullout strength in tension of the anchors The nominal steel strength and nominal concrete installed in the soffit of sand-lightweight or normal-weight breakout strength for anchors in tension, and the nominal concrete filled steel deck floor and roof assemblies, as concrete breakout strength and pryout strength for anchors shown in Figure 3, is provided in Table 5. In accordance in shear, must be calculated according to ACI 318 D.5 and with ACI Section D.5.3.2, the nominal pullout strength in D.6, respectively, taking into account the corresponding cracked concrete must be calculated according to Eq-1, values in Tables 2 through 5 of this report. The anchors whereby the value of NpdeCN,c, must be substituted for Np,cr comply with ACI 318 D.1 as brittle steel elements and must and the value of 3,000 psi (20.7 MPa) must be substituted be designed in accordance with ACI 318-08 D 3 3 5 or for the value of 2,500 psi (17 2 MPa)in the denominator. In D 3.3.6 or ACI 318-05 D 3 3 5, as applicable. regions where analysis indicates no cracking in 4.1.8.2 Seismic Tension: The nominal steel strength accordance with ACI 318 5.3.6, the nominal strength in and nominal concrete breakout strength for anchors in ESR-3027 I Most Widely Accepted and Trusted Page 3 of 11 tension must be calculated according to ACI 318 D.5.1 and TalbwaDle,ASD = don (Eq-4) D.5.2, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318 0.5.3.2,the appropriate V ov,, value for pullout strength in tension for seismic loads, Nom, alrowable,ASO=— o (Eq 5) or Np,aeckm.described in Table 3 and 5, respectively, of this where: report must be used in lieu of Np. NI or Np,aeCk,cr may be adjusted by calculations for concrete compressive strength Tarn wable.Aso = Allowable tension load (lb, N) in accordance with Eq 1 of this report in addition for VabowableASO = Allowable shear load (Ib, N) concrete-filled steel deck floor and roof assemblies the value of 3,000 psi (20.7 MPa) must be substituted for the ONa = Lowest design strength of an anchor or value of 2,500 psi (17.2 MPa) in the denominator. Where anchor group in tension as determined in values for Nap are not provided in Table 3 of this report,the accordance with ACI 318 Appendix D, pullout strength in tension for seismic loads need not be Section 4.1 of this report and 2009 IBC evaluated. Section 1908.1.9 or 2006 IBC Section 1908.1.16,as applicable. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated 01/A = Lowest design strength of an anchor or according to ACI 318 0.6.2 and D.6.3, as described in anchor group in shear as determined in Sections 4.1.6 and 4.1.7 of this report. In accordance with accordance with ACI 318 Appendix 0, ACI 318 D.6.1.2, the appropriate value for nominal steel Section 4.1 of this report and 2009 IBC strength for seismic loads, Vap or Vsa.aeckeq described in Section 1908.1.9 or 2006 IBC Section Table 4 and 5, respectively, of this report, must be used in 1908.1.16,as applicable. lieu of Vsa. a = Conversion factor calculated as a 4.1.9 Requirements for Interaction of Tensile and weighted average of the load factors for Shear Forces: The effects of combined tensile and shear the controlling load combination. In forces must be determined in accordance with ACI 318 addition, a must include all applicable D.7_ factors to account for nonductile failure 4.1.10 Requirements for Minimum Member Thickness, modes and required over strength. Minimum Anchor Spacing and Minimum Edge Limits on edge distance, anchor spacing and member Distance: In lieu of ACI 318 D.8.1 and D.8.3,values of cm,n thickness as given in Table 2 of this report must apply. An and sm., respectively, as given in Table 2 of this report example of Allowable Stress Design tension values is must be used In lieu of ACI 318 0.8.5, minimum member given in Table 6 and Figure 4. thicknesses, hm,n as given in Table 2 must be used. 4.2.2 Interaction of Tensile and Shear Forces: The For anchors installed through the soffit of steel deck interaction must be calculated and consistent with ACI 318 assemblies, the anchors must be installed in accordance D.7,as follows: with Figure 3 and shall have an axial spacing along the For shear loads V 5 0.2Valawable,ASO, the full allowable load flute equal to the greater of 3hel or 1.5 times the flute width. in tension Tailowable,ASo shall be permitted. 4.1.11 Requirements for Critical Edge Distance, cagy: In For tension loads Ts 0.2Talrowable.ASO,the full allowable load applications where c<cac and supplemental reinforcement in shear Va#aweble,ASD shall be permitted to control splitting of the concrete is not present, the concrete breakout strength in tension for untracked For all other cases: concrete, calculated according to ACI 318 D.5.2, must be further multiplied by the factor 1Pcp.N as given by Eq-3. Tapp1Btl + vap0"e° 5 1.2 (E 6) Tall Vabowable q- a wep,N=cac (Eq-3) 4.3 Installation: where the factor Wsp,N need not be taken as less than Installation parameters are provided in Tables 1 and 2 and r.5na, For all other cases, (KA,N= 1.0. In lieu of using ACI Figures 1, 3 and 5. Anchor locations must comply with this cat report and plans and specifications approved by the code 318 D.8.6,values of cat must comply with Table 3. official. The Hilti KWIK HUS-EZ (KH-EZ) must be installed 4.1.12 Sand lightweight Concrete: For ACI 318-08, according to manufacturer's published instructions and this when anchors are used in sand-lightweight concrete, the report. In case of conflict, this report governs. Anchors modification factor for concrete breakout, A, must be taken must be installed in holes drilled into concrete as 0.6. In addition,the pullout strength Np,„,c,,Np,c,and NeQ perpendicular to the surface using carbide-tipped masonry must be multiplied by 0.6, as applicable. drill bits complying with ANSI B212.15-1994. The nominal drill bit diameter must be equal to that of the anchor. The For ACI 318-05 the values Nb, NA.. Np,c,, Neq, and Vb minimum drilled hole depth is given in Table 2. Prior to determined in accordance with this report must be installation, dust and debris must be removed from the multiplied by 0.60,in lieu of ACI 318 D.3.4. drilled hole using a hand pump, compressed air or a vacuum. The anchor must be installed into the predrilled For anchors installed in the lower or upper flute of the hole using a powered impact wrench or installed with a soffit of sand-lightweight concrete-filled steel deck and floor torque wrench until the proper nominal embedment depth and roof assemblies, this reduction is not required is obtained. The maximum impact wrench torque, Timpaci,max 4.2 Allowable Stress Design(ASD): and maximum installation torque, Tinst,max for the manual torque wrench must be in accordance with Table 2. The 4.2.1 General: Design values for use with allowable KWIK HUS-EZ (KH-EZ) may be loosened by a maximum stress design load combinations calculated in accordance of one turn and reinstalled with a socket wrench or with Section 1605.3 of the IBC must be established using powered impact wrench to facilitate fixture attachment or the following equations: realignment. ESR-3027 I Most Widely Accepted and Trusted Page 4 of 11 For installation in the soffit of concrete on steel deck 5.9 Since an ICC-ES acceptance criteria for evaluating assemblies, the hole diameter in the steel deck must not data to determine the performance of anchors exceed the diameter of the hole in the concrete by more subjected to fatigue or shock loading is unavailable at the 1/8 inch (3.2mm). For member thickness and edge this time, the use of these anchors under such distance restrictions for installations into the soffit of conditions is beyond the scope of this report. concrete on steel deck assemblies, see Figure 3. 5.10 Anchors may be installed in regions of concrete 4.4 Special Inspection: where cracking has occurred or where analysis Periodic special inspection is required, in accordance with indicates cracking may occur (f,>f,), subject to the Section 1704 15 of the 2009 IBC or Section 1704.13 of the conditions of this report. 2006 or 2003 IBC. The special inspector must be on the 5.11 Anchors may be used to resist short-term loading due site periodically during anchor installation to verify anchor to wind or seismic forces, subject to the conditions of type, anchor dimensions, hole dimensions, concrete type, this report. concrete compressive strength, drill bit type and size, hole hole cleaning procedures, anchor spacing(s), 5.12 Anchors are not permitted to support fire-resistance- dimensions, edge distance(s), concrete member thickness, anchor rated construction. Where not otherwise prohibited in embedment, installation torque, impact wrench power and the code, anchors are permitted for use with fire adherence to the manufacturer's printed installation resistance rated construction provided that at least instructions and the conditions of this report (in case of one of the following conditions is fulfilled: conflict, this report governs). The special inspector must be . Anchors are used to resist wind or seismic forces present as often as required in accordance with the only. "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705 and 1706 must • Anchors that support gravity load-bearing be observed,where applicable. structural elements are within a fire-resistance- rated envelope or a fire-resistance-rated 5.0 CONDITIONS OF USE membrane, are protected by approved fire- The Hilti KWIK HUS-EZ (KH-EZ) concrete anchors resistance rated materials, or have been described in this report comply with, or are suitable evaluated for resistance to fire exposure in alternatives to what is specified in, those codes listed in accordance with recognized standards. Section 1.0 of this report, subject to the following . Anchors are used to support nonstructural conditions: elements 5.1 The anchors must be installed in accordance with the 5.13 Anchors have been evaluated for reliability against manufacturer's published installation instructions and brittle failure and found to be not significantly sensitive this report. In case of conflict,this report governs. to stress-induced hydrogen embrittlement 5.2 Anchor sizes, dimensions, and minimum embedment 5.14 Use of carbon steel anchors is limited to dry, interior depths are as set forth in this report. locations. 5.3 Anchors must be installed in accordance with Section 5,15 Special inspection must be provided in accordance 4.3 of this report in uncracked or cracked normal- with Sections 4.4. weight concrete and sand-lightweight concrete having a specified compressive strength, f"c, of 2,500 psi to 5.16 KWIK NUS-EZ (KH-EZ) anchors are manufactured by 8,500 psi (17.2 MPa to 58.6 MPa), and cracked and Hilti AG, under a quality control program uncracked normal-weight or sand-lightweight concrete with inspections by Underwriters Laboratones Inc over metal deck having a minimum specified (AA-668). compressive strength, f',, of 3,000 psi(20 7 MPa). 6.0 EVIDENCE SUBMITTED 5.4 The value of f'c used for calculation purposes must Data in accordance with the ICC-ES Acceptance Criteria not exceed 8,000 psi (55.2 MPa) for Mechanical Anchors in Concrete Elements (AC193), 5.5 Strength design values must be established in dated November 2010; and quality control documentation. accordance with Section 4.1 of this report. 7.0 IDENTIFICATION 5.6 Allowable stress design values must be established in The HILTI KWIK HUS-EZ (KH-EZ) anchors are identified accordance with Section 4.2 of this report. by packaging with the manufacturer's name(Hilti, Inc.) and 5.7 Anchor spacing(s) and edge distance(s), and contact information, anchor name, anchor size, evaluation minimum member thickness, must comply with Table report number (ICC-ES ESR-3027), and the name of the 2 and Figure 3 of this report inspection agency (Underwriters Laboratories Inc.). The anchors with hex washer head have KH-EZ, HILTI, and 5.8 Prior to installation, calculations and details anchor size and anchor length embossed on the anchor demonstrating compliance with this report must be head Identifications are visible after installation, for submitted to the code official. The calculations and verification. details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed • ESR-3027 I Most Widely Accepted and Trusted Page 5 of 11 TABLE 1—KWIK HUS-EZ(KH-EZ)PRODUCT INFORMATION Total Length-under the Description Name and Size Diameter anchor head(l nan) KH-EZ'/."x25/a" '/," 25/6, KH-EZ'/4"x3" 1/:' 3" KH-EZ'/4"x3'/2" '/e" 3'/2" KH-EZ'1:x4" '/." 4" KH-EZ 3/8'x 12/a" 3/e" 1218" KH-EZ 3/a"x2'/e" 34" 21/e" KH-EZ 3/e"x3" 3/8. 3,. KH-EZ 3/e"x3'/2" 2/e" 3'/2" KH-EZ 3/0"x4" 3/e" 4" KH-EZ 3/8'x5" 3/e" 5" KH-EZ'/2"x2'/2" '/2' 2'/2" KH-EZ'12"x3" '/2" 3" KH-EZ,/2"x3,12. 1/2" 3'/I. Screw Anchor - with Hex-Head KH-EZ'12"x4" '/2" 4" KH-EZ'I2"x4'12" '/2" 4'/2" KH-EZ'/2"x5" '/Z" 5" KH-EZ'/2"x6" 1l2" 6" KH-EZ 5/ak3'/2" s/a" 31/2" KH-EZ 5/8,X4" s/e" 4" KH-EZ 5le"x5'/2" s/e" 51/2" KH-EZ 5/e"x6'/2" s/e" 6'/2" KH-EZ 5/a"x8" s/e" 8" KH-EZ 3/4"x4'12' 3/4" 4'/2" KH-EZ 3/e"x5'/2" 3 4. 5ii2" KH-EZ 3/4"x7" 34" 7" KH-EZ 3/,"x8" 3/," KH-EZ 3/4"x9" 34" 9" For SI: 1 inch=25.4 mm. d, T t _y` j4.4. ... - d0 T i a s $ C1 Uil a _—y+ FIGURE 1—KWIK HUS EZ ANCHOR FIGURE 2—HILTI KWIK HUS EZ CONCRETE SCREW ANCHOR r , ESR-3027 I Most Widely Accepted and Trusted Page 6 of 11 TABLE 2-KWIK HUS-EZ(KH-EZ)INSTALLATION INFORMATION AND ANCHOR SPECIFICATION' 1 Nominal Anchor Diameter(inches) Characteristic Symbol Units '/4 '/° 1/2 54 3/. , ! Nominal Diameter Ides in '!, '/° '/2 518 'J. Drill Bit Diameter do in. 'L 'I° '/2 5/e 'l, Minimum Baseplate 3 s Clearance Hole Diameter d„ in. !° /2 !° 1, 1, Maximum Installation T„„,m„4 ft-lbf•� 18 _ 40 45 85 115 Torque I Maximum Impact Wrench T.vac m,„ ft-lbf 137 114 450 137 450 450 450 LTorque Rating Minimum Nominal h in. 2'! 151 2'I 3'l, 2'l, 3 41/4 31/, �� ' Embedment depth "°" 2 ° 2 + S,,F 4 6/. Effective Embedment ha, in. 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 4.84 Depth , Minimum Hole Depth h,, in. ' 2'4 1'4, 2'/, 3'/2 25/° 33/8 45/° 35/6 11J/111 43/e 6$4 Critical Edge Distance2 c„ in. 2.78 2.10 2.92 { 3.75 2.75 3.67 5.25 3.63 5.81 4.41 7.28 Minimum Edge Distance2 c,,,,,, in. 1.50 1.75 Minimum Spacing Distance2 S in. 3 4 //te�n 1 Minimum Concrete h in. 4 3.25 4 4.75 4.5 5.5 6.75 5 7 6 1 b 1 Thickness I Wrench socket size - in. '/,, 9/16 3/4 i5l,6 11/6 Max.Head height - in. 0.24 0.35 0.49 0.57 0.70 Effective tensile stress A, in.2 area (A...45 in. 0.045 . 0.086 j 0.161 0.268 0 392 Minimum specified ultimate if�6 psi 134,000 106,2251 120,300 112,540 90,180 81,600 I , For SI:1 inch=25.4 mm,1 ft-lbf=1.356 N-m, 1 psi=6.89 Pa,1 in'=645 mm',1 lb/in=0.175 N/mm. 'The data presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2For installations through the soffit of steel deck into concrete(see Figure 3)anchors installed in the lower flute may be installed with a maximum 1 inch offset in either direction from the center of the flute. 'Because of variability in measurement procedures,the published torque of an impact tool may not correlate properly with the above setting torques Over-torquing can damage the anchor and/or reduce its holding capacity. 'T,„,,,,,„applies to installations using a calibrated torque wrench. 'The notation in parenthesis is for the 2006 IBC 6The notation in parenthesis is for the 2003 IBC. ESR-3027 I Most Widely Accepted and Trusted Page 7 of 11 TABLE 3-HILTI KWIK HUS-EZ(KH-EZ)TENSION STRENGTH DESIGN DATA'•'''" Nominal Anchor Diameter(inches) Characteristic Symbol Units , 3 /4 I /" , s/2 /" 3/4 Anchor Category 1 1,2or3 Nominal Embedment hn,,, in. 2'/2 15/" 21/2 3/4 2'/4 3 4'/4 31/4 5 4 6'/4 Depth Steel Strength in Tension(ACI 318115.1)S Tension Resistance of N„ lb. 6,070 9,125 j 10,335 18,120 24,210 32,013 Steel Reduction Factor for 0 65 Steel Strength' " Concrete Breakout Strength in Tension(ACI 318 D.5-2) Effective Embedment her in. 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 4.84 Depth - I Critical Edge Distance c,c in. 2.78 2.10 2.92 3.74 2.75 3.67 5,25 3.63 5.82 4.41 7.28 Effectiveness Factor- k„„., 24 24 24 24 27 27 27 27 27 27 27 Uncracked Concrete Effectiveness Factor- Cracked Concrete k° 17 17 17 17 17 17 17 17 17 17 17 Modification factor for cracked and uncracked W,.N - 1.0 1.0 1 0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 concrete" Reduction Factor for Concrete Breakout qEe - 0.65(Condition B) Strength' Pullout Strength in Tension(Non Seismic Applications)(ACI318 D.5.3) Characteristic pullout strength,uncracked Np,,,u lb. 2,3484 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A concrete(2,500psi) Characteristic pullout strength,cracked N,,,c, Ib. 1,1664 728' N/A N/A N/A N/A N/A N/A N/A N/A N/A concrete(2500 psi) - I Reduction factor for pullout strength' OP 0.65(Condition B) Pullout Strength in Tension(Seismic Applications)(ACI 318 D.5.3) Characteristic Pullout Strength.Seismic N„ lb 1.1664 7284 N/A N/A N/A N/A N/A N/A N/A N/A N/A (2.500 psi) Reduction Factor for Pullout Strength' tkv - 0.65(Condition B) (2,500 psi) Axial Stiffness in Service Load Range Uncracked Concrete 760,000 lb/in. Cracked Concrete 293,000 For SI:1 inch=25.4 mm,1 ft-Ibf=1.356 N-m,1 psi=6.89 Pa, 1 in2=645 mm2,1 lb/in=0.175 N/mm. 'The data in this table is intended for use with the design provisions of ACI 318 Appendix D;for anchors resisting seismic load combinations the additional requirements of ACI D.3.3 shall apply. ?Values of 0 in this table apply when the load combinations for ACI 318 Section 9.2,IBC Section 1605.2.1 are used and the requirements of ACI 318 D.4.4 for Condition B are met.If the load combinations of ACI 318 Appendix C are used,the appropriate value of c/must be used. For situations where reinforcement meets the requirements of Condition A,ACI 318 D.4.4 provides the appropriate 0 factor. 'In this report,N/A denotes that pullout resistance does not govern and does not need to be considered. 4The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by(f',/2,500)72 for psi or(r117.2)'"for MPa. 3 For sand-lightweight concrete,calculate values according to Section 4.1.12 of this report. 6The KWIK HUS-EZ(KH-EZ)is considered a brittle sleet element as defined by ACI 318 D.1. • ESR-3027 I Most Widely Accepted and Trusted Page 8 of 11 TABLE 4-HILTI KWIK HUS-EZ(KH-EZ)SHEAR STRENGTH DESIGN DATA" Nominal Anchor Diameter(inches) Characteristic Symbol Units , 3 + 5 - 3 /, /S /2 /e /4 Anchor Category 1,2 or 3 1 Embedment Depth h,,,,, in. 2'/2 154 21/2 3'/, I 2'/, 3 43/, 3'/, I 5 4 6'/4 Steel Strength in Shear(ACI 318 D.6.1)'5 Shear Resistance of V„3 Steel-Static lb. 1,548 4,507 5,185 9,245 11,221 16,662 Shear Resistance of V„3 lb. 1,393 2,524 3,111 5,547 6,733 11,556 Steel-Seismic Reduction Factor for Steel Strength 144 0.60 Concrete Breakout Strength in Shear(ACI 318 D.6.2) Nominal Diameter d,(0,)6 in. 0.250 0.375 0.500 0.625 0.750 - i Load Bearing Length of Anchor 43 in. 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 4.84 Reduction Factor for Concrete Breakout Iftb - 0.70 Strength Concrete Pryout Strength in Shear(ACI 318 D.6.3) Coefficient for Pryout Strength k„ 1.0 1.0 1.0 2.0 1.0 1.0 2.0 1.0 2.0 2.0 2.0 Reduction Factor for Pryout Strength 4ta 0.70 For SI:1 inch=25 4 mm,1 ft-lbf= 1 356 N-m, 1 psi=6.89 Pa, 1 in2=645 mmz, 1 lb/in=0.175 N/mm. 'The data in this table is intended for use with the design provisions of ACI 318 Appendix D 2 Values of 0 in this table applies when the load combinations for ACI 318 Section 9.2,IBC Section 1605.2.1 are used and the requirements of ACI 318 D.4.4 for Condition B are met.If the load combinations of ACI 318 Appendix C are used,the appropriate value of 0 must be used.For situations where reinforcement meets the requirements of Condition A,ACI 318 D.4.4 provides the appropriate 0 factor. 3For 2003 IBC code basis replace f,with 1, V,with V,,and V„with'V,,,,1 'Reported values for steel strength in shear are based on test results per ACI 355.2,Section 9.4 and must be used for design in lieu of calculated results using equation D-20 of ACI 318. 5The KWIK HUS-E2(KH-E2)is considered a brittle steel element as defined by ACI 318 D 1. 6The notation in brackets Is for the 2006 IBC. TABLE 5-HILTI KWIK HUS-EZ(KH-EZ)TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES" • Lower Flute Upper Flute Characteristic Symbol Units Anchor Diameter 14 _.__..3/6 1/2 S/6 3/4 1/, 3/e 7/2 Embedment h,,,,, in. 2'/z 15/6 3'/, 2'/, 4'/4 3'/. 5 4 2'/2 15/e 2'/, II Minimum Hole hnoo in. 21/e 17/8 3`/3 26/6 45/e 35/e 1I 53/e 43/e 27/, 17/e 25/6 Depth Effective Embedment Depth h, in. 1.92 1.11 2.50 1.52 3.22 2.39 3.88 2.92 1.92 1.11 1.52 Pullout Resistance, (uncracked N,,,6,,,,,,,, lb. 1,875 1,285 3,920 1.305 5,360 4,180 9,495 4,180 1.960 1,015 1,395 concrete)2 Pullout Resistance (cracked concrete N,.,,,,,,, lb. 1,330 1,120 3,430 925 3,795 3,070 7,385 2,630 1,390 885 985 and seismic loads)' Steel Strength in V,,,d, lb. 2,210 1,670 3,605 1,605 3,590 3,470 4,190 3,762 3,265 3.935 7,850 Shear _ Steel Strength in V lb. 1,988 935 2,163 963 2,154 2,082 2,514 2,609 2,937 2,203 4,710 Shear,Seismic �. r.en 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 3 of this report. 2The values listed must be used in accordance with Section 4.1.4 of this report. 3The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. 'The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. 5The values for,p,in tension can be found in Table 3 of this report and the values for 0„in shear can be found in Table 4 of this report. 'The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by(I',t3,000f7 for psi or(/',/20.7)''2 for MPa. . 4 ESR-3027 I Most Widely Accepted and Trusted Page 9 of 11 I CLR buN. '-1/n" ?,0 STRUCTJRAI. SANG-.L IGI•11WEiG1<T CONCRETE OR NORMAL WEIGHT I`` / CONCRETE CVER STEEL DECK (MINIMUM 00 PSI) a° • a a o t _ ° a ° d • � 2 j . a °I d a °° 4 '! A an a C n /Lc - t a Q .•a o a ° a \_.../- a a UPPER ex. \ (VALE t.Y)\ /1 n . MIN. 4-1/2' / (TyP) `MIN :NO. MIN. a-1 2' ANCHOR / 20 GAGE (TYp)_ / SItF1 DECK :Ii,TE ;.9GE- MIN. 12° (TYP) LOWER •LOIE MAIN. 1 1/4' IT (ROM FIGURE 3—INSTALLATION OF KWIK HUS-EZ(KH-EZ)IN SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors 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 1-inch offset in either direction from the center of the flute.The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. TABLE 6—HILTI KWIK HUS-EZ(KH-EZ)ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSESI'2'3'4'5.6'7'6.1 i l Effective I Nominal Anchor Embedment Depth, Allowable Tension Diameter h,,,, Embedment Load Depth,he [in.] [in.] [in.] [Ibs] 1/4 21/2 1.92 1,031 15/6 1.11 620 3/8 21/2 1.86 1.334 31/, i 2.5 2,077 2'/4 1.52 1,111 1/2 3 2.16 1,882 4'4 3.22 3.426 ' 31/4 2.39 2,192 5/8 1 5 3.88 4,530 4 2.92 2,963 3/4 6114 4.84 6,305 For SI: 1 inch=25.4 mm. 1 Ibf=4.45 N. 'Single anchor with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 'Load combinalions are taken from ACI 318 Section 9.2(no seismic loading). 440%dead load and 60%live load,controlling load combination 1.2D+1.6L. 'Calculation of weighted average for conversion factor a= 1.2(0.4)+ 1.6(0.6)=1.44. 6 r'c=2,500 psi(normal weight concrete). 1 c„-c.22 c,. 4h2h,,,0. 'Values are for Condition B where supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided. • • ESR-3027 I Most Widely Accepted and Trusted Page 10 of 11 Given:Two 1/2"diameter KH-EZ with static tension �A P. load !— h,,,,,,=4.25 inches :.y. t a ,1.5,,,, =3.22 inches , Normal Weight Concrete:PC=3,000 psi t=-- No supplementary reinforcement(Cond.(3) r • 11 Assume cracked concrete since no other information is available. h —6.375 in. c,„i„=1.75 in. _ 1.51" s,,,0=3 in. n_n Needed: Allowable stress design(ASD) tension capacity . Calculation per ACI 318-08 and this report Code Reference ESR Reference Step 1: Calculate steel capacity. D.5.1.2 Table 3 ¢Ne=n$N,„=2(0.65)(18,120)=23,556 lbs. Step 2: Verify minimum member thickness,spacing and edge distance: h,,„=6.375 in.s8 in. –.ok cm„=1.75 in.54 in. –.ok 0.8 Table 2 s,,;„=3 in,56 in. –.ok a Step 3:Calculate concrete breakout strength of anchor group in tension: ANC D.5.2.1 4.1.3 N — �eC,N�ed,N1�C,N1�Cp,N Nb ANob Step 3a:Calculate AN,:and ANC,: ANC=(1.5ha1+4)(3her+6)=(8.83)(15.66)=138.3 in.2 D.5.2.1 Table 3 ANC,=9(h,r)2=9(3.22)=93 32 in 2 Step 3b: Determine PeC.N—.en=0-14jec,N=1.0 0.5.2.4 Step 3c:Calculate wed,N—'4jed,N=0.7+0.31/ 93)=0.948 0.5.2.5 Table 3 Step 3d:Determine WN WC,•N=1.0 because concrete is cracked. D 5.3.6 Step 3e: Calculate ■,: NC=kc<A f(he,)1 =17(1.0) 3,000(3.22)1'5=5.380lbs D.5.2.2 Table 3 (A=1.0 for normal weight concrete) Step 3f.Calculate"bs. D.5.2.1 4.1.3 $Nt=(0.65)(g z)(1.0)(0 948)(1.0)(1.0)(5,380)=4,914 lbs 0.4.4(c) Table 3 Step 4:Check Pullout Strength–.per Table 3 does not control ---- Table 3 Step 5'Controlling Strength 0.4.1.2 Table 3 Lesser of n4,N„and 4iNCb,–.4,914 lbs Step 6:Convert to ASD based on 1.6(0.60)+1.2(0.40)=1.44 60%Live Load and 40%Dead Load: 4,914 4.2.1 Tanowable,A50= 1.44 =3,412 lbs FIGURE 4—EXAMPLE CALCULATION t r ESR-3027 I Most Widely Accepted and Trusted Page 11 of 11 P Fir _411 1 er.ir:ta:nr;4»tsraice!r:ppcperwrtr:nIIcn ;kw II' r:atenravfaurrs iz.______ ____.... rill l Ar:a car a UP;G.r:Fpl!t'FIa tz.Icr Iar06t XtM:a Fat tar a:PSI a2r!tri I;alrtt fuMtrla part FIGURE 5—INSTALLATION INSTRUCTIONS ICC EVALUATION E SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2713 Reissued September 1, 2011 This report is subject to renewal in two years. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION:03 00 00—CONCRETE The Simpson Strong-Tie Titen HD® Screw Anchors and Section: 03 16 00—Concrete Anchors Rod Hangers are alternatives to anchors described in Sections 1911 and 1912 of the 2009 and 2006 IBC and REPORT HOLDER: Sections 1912 and 1913 of the 2003 IBC. The anchors may also be used where an engineered design is SIMPSON STRONG-TIE COMPANY, INC. submitted in accordance with Section R301.1.3 of the IRC. 5956 WEST LAS POSITAS BOULEVARD 3.0 DESCRIPTION PLEASANTON, CALIFORNIA 94588 (800)925-5099 3.1 Titen HD®Screw Anchor: www.simpsonanchors.tom The Titen HD® Screw Anchor is a carbon steel threaded EVALUATION SUBJECT: anchor with a hex-washer head. The screw anchor is manufactured from heat-treated steel complying with SAE TITEN HD®SCREW ANCHOR AND TITEN HD®ROD J403 Grade 10B21, and has an electrodeposited coating of HANGER FOR CRACKED AND UNCRACKED zinc, minimum thickness 0.0002 inch (5 pm)in accordance CONCRETE with ASTM B 633, SC1,Type III. Titen HD®Screw Anchors are available with nominally 3/8-, 1/2-, and 3/4-inch 1.0 EVALUATION SCOPE (9.5, 12.7, and 19.1 mm) shank diameters, and various lengths in each diameter. Figure 1A illustrates a typical Compliance with the following codes: Titen HD®Screw Anchor. • 2009 International Building Code®(2009 IBC) 3.2 Titen HD®Rod Hanger: • 2009 International Residential Code®(2009 IRC) The Titen HD® Rod Hanger is a carbon steel threaded • 2006 International Building Code®(2006 IBC) anchor with an oversized hex-washer head that is • 2006 International Residential Code®(2006 IRC) internally threaded. The rod hanger is manufactured from heat-treated steel complying with SAE J403 Grade 10B21, • 2003 International Building Code®(2003 IBC) and has an electrodeposited coating of zinc, minimum • 2003 International Residential Code®(2003 IRC) thickness 0.0002 inch (5 pm), in accordance with ASTM B633, SC1, Type III. The Titen HD® Rod Hanger Property evaluated: is available with a nominally 3/8-inch (9.5 mm) shank Structural diameter and either 3/8-inch- or '/2-inch-diameter (9.5 mm 2.0 USES or 12.7 mm)internal threads. Figure 1B illustrates the Titen HD®Rod Hanger. The Simpson Strong-Tie Titen HD® Screw Anchor is used to resist static, wind and seismic tension and shear loads 3.3 Concrete: in cracked and uncracked normal-weight concrete and Normal-weight and sand-lightweight concrete must comply sand-lightweight concrete members having a specified with Sections 1903 and 1905 of the IBC. compressive strength, fc, from 2,500 psi to 8,500 psi 3.4 Profile Steel Deck: (17.2 MPa to 58.6 MPa); and cracked and uncracked sand-lightweight or normal-weight concrete over profile The profile steel deck must comply with the configuration in steel deck having a minimum specified compressive Figures 3 and 4 and have a minimum base steel thickness strength, f�,of 3,000 psi (20.7 MPa). of 0.035 inch (0.889 mm). Steel deck must comply with The Simpson Strong-Tie Titen HD®Rod Hanger is used ASTM A 653/A 653M SS Grade 33, and have a minimum to resist static, wind and seismic tension loads in cracked yield strength of 33 ksi(228 MPa). and uncracked normal-weight concrete and sand- 4.0 DESIGN AND INSTALLATION lightweight concrete members having a specified compressive strength, f,, from 2,500 psi to 8,500 psi 4.1 Strength Design: (17.2 MPa to 58.6 MPa); and cracked and uncracked 4.1.1 General: Design strength of anchors complying sand-lightweight or normal-weight concrete over profile with the 2009 and 2003 IBC, as well as Section R301.1.3 steel deck having a minimum specified compressive of the 2009 and 2003 IRC, must be determined in strength, G, of 3,000 psi(20.7 MPa). accordance with ACI 318-08 Appendix D and this report. I('(-GS Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed <_t,itc 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 •i '• to any finding or other matter in this report,or as to any product covered by the report. iww"n,�ui Copyright©2011 Page 1 of 9 • ESR-2713 I Most Widely Accepted and Trusted Page 2 of 9 Design strength of anchors complying with the 2006 IBC 4.1.5 Requirements for Static Steel Strength in Shear: and 2006 IRC must be in accordance with ACI 318-05 The nominal steel strength in shear, Vsa, of a single screw Appendix D and this report. anchor in accordance with ACI 318 D.6.1.2, is given in Design parameters provided in Table 1 through 4 and in Table 3 of this report and may not be derived by Figures 2 through 4 of this report are based on the 2009 calculation from ACI 318 Eq. D-20. The strength reduction factor IBC (ACI 318-08) unless noted otherwise in Section 4.1.1 ,, corresponding to a brittle steel element must be through 4.1.12 of this report. used for all anchors, as described in Table 3. The nominal shear strength, Vsa,deck, of a single screw The strength design of anchors must comply with ACI anchor installed in the lower flute or upper flute of the soffit 318 D.4.1, except as required in ACI 318 D.3.3. Strength of sand-lightweight or normal-weight concrete filled profile reduction factors, 0, as given in ACI 318 D.4.4, and noted steel deck floor and roof assemblies, as shown in Figures in Tables 2 and 3 of this report, must be used for load 3 and 4, is given in Table 4. combinations calculated in accordance with Section 4.1.6 Requirements for Static Concrete Breakout 1605.2.1 of the IBC and Section 9.2 of ACI 318. Strength reduction factors, 0, as given in ACI 318 D.4.5 must be Strength in Shear: The nominal concrete breakout used for load combinations calculated in accordance with strength in shear of a single screw anchor or group of ACI 318 Appendix C. The value of f'c used in the screw anchors, Vcb or Vcbg, respectively, must be calculations must be limited to a maximum of 8,000 psi calculated in accordance with ACI 318 D.6.2, with modifications as described in this section. The basic (55.2 MPa), in accordance with ACI 318 D.3.5. concrete breakout strength in shear of a single screw 4.1.2 Requirements for Static Steel Strength in anchor in cracked concrete, Vb, must be calculated in Tension: The nominal steel strength of a single screw accordance with ACI 318 D.6.2.2 using the values of le and anchor in tension, Nsa, calculated in accordance with ACI da as given in Table 3 of this report. The modification 318 D.5.1.2, is given in Table 2 of this report. The strength factors in ACI 318 D.6.2.4, D.6.2.5, D.6.2.6 and D.6.2.7 reduction factor,O, corresponding to a brittle steel element must be applied to the basic breakout strength in shear, must be used for all anchors, as given in Table 2. Vb, as applicable. 4.1.3 Requirements for Static Concrete Breakout Calculation of the concrete breakout strength in Strength in Tension: The nominal concrete breakout accordance with ACI 318 D.6.2 is not required for screw strength of a single screw anchor or a group of screw anchors installed in the lower flute or upper flute of the anchors in tension, No or Ncbg, respectively, must be soffit of sand-lightweight or normal-weight concrete filled calculated in accordance with ACI 318 D.5.2, with profile steel deck floor and roof assemblies, as shown in modifications as described in this section. The basic Figures 3 and 4. concrete breakout strength of a single screw anchor in 4.1.7 Requirements for Static Concrete Pryout tension in cracked concrete, Nb, must be calculated in Strength in Shear: The nominal concrete pryout strength accordance with ACI 318 0.5.2.2 using the values of hat for a single screw anchor or group of screw anchors, Vcp or and kc, as given in Table 2 of this report. The nominal Vcpg, respectively, must be calculated in accordance with concrete breakout strength in tension in regions where ACI 318 D.6.3, using the coefficient for pryout strength, kcp, analysis indicates no cracking in accordance with ACI 318 provided in Table 3 of this report and the value of nominal D.5.2.6 must be calculated with the value of kuncr as given breakout strength in tension of a single screw anchor or in Table 2 of this report and with ,Pc.N= 1.0. group screw anchors, No or Nog, as calculated in Section Determination of concrete breakout strength in 4.1.3 of this report. accordance with ACI 318 D.5.2 is not required for anchors For anchors installed in the lower flute or upper flute of installed in the lower flute or upper flute of the soffit of the soffit of sand-lightweight or normal-weight concrete profile steel deck floor and roof assemblies with sand- filled profile steel deck floor and roof assemblies, as shown lightweight or normal-weight concrete fill as shown in in Figure 3 or Figure 4, respectively, calculation of the Figure 3 or Figure 4, respectively. concrete pryout strength in accordance with ACI 318 0.6.3 is not required. 4.1.4 Requirements for Static Pullout Strength in 4.1.8 Requirements for Seismic Design: Tension: The nominal pullout strength of a single screw anchor or a group of screw anchors in tension in 4.1.8.1 General: When the screw anchor design accordance with ACI 318 D.5.3.1 and 0.5.3.2 in cracked includes seismic loads, the additional requirements of ACI and uncracked concrete, Np,cr and Np,u„cr, respectively, is 318 D.3.3 must apply, as modified by Section 1908.1.9 of given in Table 2 of this report and must be used in lieu of the 2009 IBC, Section 1908.1.16 of the 2006 IBC, or the Np. In regions of a concrete member where analysis foliowing: indicates no cracking at service level loads in accordance ACI 318 D.3.3 SEISMIC CODE EQUIVALENT with ACI 318 D.5.3.6, the nominal pullout strength in CODE REGION DESIGNATION uncracked concrete, Np uncr, applies. Where values for Np,c, or Np,uncr are not provided in Table 2, the pullout strength 2003 IBC& Moderate or high Seismic Design does not need to be considered in design. 2003 IRC seismic risk Categories C, D, E and F The nominal pullout strength in cracked concrete for Except for use in Seismic Design Category A or B of the anchors installed in the lower flute or upper flute of the IBC, design strengths must be determined presuming the soffit of sand-lightweight or normal-weight concrete filled concrete is cracked unless it can be demonstrated that the profile steel deck floor and roof assemblies as shown in concrete remains untracked. Figures 3 and 4, Np,deck,cr. is given in Table 4. Np,deck.crmust The nominal steel strength and nominal concrete be used in lieu of Npc,. In regions of a concrete member breakout strength of anchors in tension, and the nominal where analysis indicates no cracking in accordance with ACI 318 D.5.3.6, the nominal pullout strength in uncracked concrete breakout strength and pryout strength of anchors concrete Np,deck,unc,apnomi in lieu of pullout strength in shear, must be calculated according to ACI 318 Sections D.5 and D.6, respectively, taking into account the The value of 4'c,pequals 1.0 for all design cases. corresponding values in Tables 1 through 4. . ESR-2713 I Most Widely Accepted and Trusted Page 3 of 9 The screw anchors comply with ACI 318 D.1 as brittle 4.2 Allowable Stress Design (ASD): steel elements and must be designed in accordance with 4.2.1 General: Design values for use with allowable ACI 318-08 D.3.3.5 or D.3.3.6 or ACI 318-05 D.3.3.5, as stress design load combinations calculated in accordance applicable. with Sections 1605.3 of the IBC must be established using 4.1.8.2 Seismic Tension: The nominal steel strength the following equations: and concrete breakout strength in tension must be _cfrNn E 2 determined in accordance with ACI 318 D.5.1 and D.5.2, Tallowable,ASD— a ( q ) as described in Sections 4.1.2 and 4.1.3 of this report. In and accordance with ACI 318 D.5.3.2,the appropriate value for nominal pullout strength in tension for seismic loads, Np,eq _Valiowable,ASD--an (Eq-3) or Np,deckcr,described in Tables 2 and 4 of this report,must be used in lieu of Np. where: 4.1.8.3 Seismic Shear: The nominal concrete breakout Tallowable,ASD=Allowable tension load, (lbf, N) and concrete pryout strength in shear must be determined VallowableASD=Allowable shear load, (lbf, N) in accordance with ACI 318 D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance ON, = The lowest design strength of an anchor or with ACI 318 D.6.1.2, the appropriate value for nominal anchor group in tension as determined in steel strength in shear for seismic loads, Veg, or Vsa,deckeq accordance with ACI 318 Appendix D, Section described in Tables 3 and 4 of this report, must be used in 4.1 of this report, and either 2009 IBC Section lieu of Vsa. 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable(Ibf or N). 4.1.9 Interaction of Tensile and Shear Forces: Screw qVn = The lowest design strength of an anchor or anchors or groups of screw anchors that are subjected to anchor group in shear as determined in combined axial (tensile) and shear loadings must be accordance with ACI 318 Appendix D, Section designed in accordance with ACI 318 D.7. 4.1 of this report, and either 2009 IBC Section 4.1.10 Requirements for Minimum Member Thickness, 1908.1.9 or 2006 IBC Section 1908.1.16, as Minimum Anchor Spacing and Minimum Edge applicable(lbf or N). Distance: In lieu of ACI 318 D.8.1 and D.8.3,values of cm;,, a = A conversion factor calculated as a weighted and Smin provided in Table 1 of this report must be used. In average of the load factors for the controlling lieu of ACI 318 D.8,5, minimum member thickness, hm,n, load combination. In addition, a must include all must comply with Table 1 of this report. applicable factors to account for nonductile For anchors installed in the lower flute or upper flute of failure modes and required over-strength. the soffit of sand-lightweight or normal-weight concrete An example calculation for the derivation of allowable filled profile steel deck floor and roof assemblies, details in stress design tension values is presented in Table 5. Figures 3 and 4 must be observed. The minimum anchor The requirements for member thickness, edge distance spacing along the flute must be the greater of She/or 1.5 and spacing, described in Table 1 of this report, must times the flute width. apply. 4.1.11 Requirements for Critical Edge Distance: In 4.2.2 Interaction of Tensile and Shear Forces: The applications where c< cac and supplemental reinforcement interaction of tension and shear loads must be consistent to control splitting of the concrete is not present, the with ACI 318 D.7, as follows: concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318 D.5.2, must be in If Tapp,e s 0awensoa le, AS , then the pnrmttedl allowable strength further multiplied by the factor tiicp,N given by Eq-1: If Vappl,ed<0.2 Vallowabie,ASD, then the full allowable strength c �cp,N — — (Eq-1) in tension, Taliowable,ASD,shall be permitted. cac For all other cases: whereby the factor cucpN need not be taken less than 1.5her. Tapp11ed _+ Vappied <1.2 (Eq-4) lac Tallowable,ASD Vallowable,ASD For all other cases, tt/cp,N = 1.0. In lieu of using ACI 318 D.8.6, values of ca,provided in Table 1 of this report must 4.3 Installation: be used Installation parameters are provided in Table 1 and Figures 4.1.12 Requirements for Sand-lightweight Concrete: 2, 3, and 4. Anchor locations must comply with this report and the plans and specifications approved by the code For ACI 318-08, when anchors are used in sand official. The Titen HD' Screw Anchors and Rod Hangers lightweight concrete, the modification factor A for concrete must be installed in accordance with the manufacturer's breakout strength must be taken as 0.6. In addition, the published instructions and this report. Anchors must be pullout strength Np,uncr, Np,cr, and Np,eq must be multiplied installed by drilling a pilot hole into the concrete using a by 0.6, as applicable. handheld electro-pneumatic rotary hammer drill with a For ACI 318-05, the values Nb, Np,eq, Np,uncr, Np.cr, and Vb carbide-tipped drill bit conforming to ANSI B212.15-1994. determined in accordance with this report must be The pilot hole must have the same nominal diameter as multiplied by 0.60, in lieu of ACI 318 0.3.4. the nominal diameter of the anchor. The hole is drilled to the specified nominal embedment depth plus 1/2 inch For anchors installed in the lower flute or upper flute of (12.7 mm). Dust and debris in the hole must be removed the soffit of sand-lightweight concrete filled profile steel by using oil-free compressed air. The Titen HD® Screw deck floor and roof assemblies, this reduction is not Anchors and Rod Hangers must be installed into the hole required. to the specified embedment depth using a socket wrench ■ ESR-2713 I Most Widely Accepted and Trusted Page 4 of 9 or powered impact wrench. The maximum installation 5.9 Prior to installation, calculations and details torque and maximum impact wrench torque rating demonstrating compliance with this report must be requirements for the Titen HD® Screw Anchor and Rod submitted to the code official. The calculations and Hangers are detailed in Table 1. Titen HD®Screw Anchors details must be prepared by a registered design and Rod Hangers may be loosened by a maximum one professional where required by the statutes of the turn and reinstalled with a socket wrench or powered jurisdiction in which the project is to be constructed. impact wrench to facilitate fixture attachment or 5.10 Since an ICC-ES acceptance criteria for evaluating realignment. data to determine the performance of screw anchors For anchors installed in the lower flute or upper flute of subjected to fatigue or shock loading is unavailable at the soffit of sand-lightweight or normal-weight concrete this time, the use of these anchors under such over profile steel deck floor and roof assemblies, the hole conditions is beyond the scope of this report. diameter in the steel deck must not exceed the diameter of 5.11 Anchors may be installed in regions of concrete the hole in the concrete by more than 1/8 inch(3.2 mm). where cracking has occurred or where analysis 4.4 Special Inspection: indicates cracking may occur (ft > f,), subject to the Periodic special inspection is required in accordance with conditions of this report. Section 1704.15 of the 2009 IBC or Section 1704.13 of the 5.12 Anchors may be used to resist short-term loading due 2006 or 2003 IBC. The special inspector must make to wind or seismic forces, subject to the conditions of periodic inspections during anchor installation to verify this report. anchor type, anchor dimensions, hole cleaning procedure, 5.13 Anchors are not permitted to support fire-resistance- embedment depth, concrete type, concrete compressive rated construction. Where not otherwise prohibited by strength, concrete member thickness, hole dimensions, the code,Titen HD®Screw Anchors and Rod Hangers anchor spacing, edge distance, installation torque, are permitted for installation in fire-resistance-rated maximum impact wrench torque rating, and adherence to construction provided that at least one of the following the manufacturer's published installation instructions. The conditions is fulfilled: special inspector must be present as often as required in accordance with the"statement of special inspection." • Anchors are used to resist wind or seismic forces only. Under the IBC, additional requirements as set forth in Section 1705 or 1706 must be observed. • Anchors that support gravity load-bearing structural 5.0 CONDITIONS OF USE elements are within a fire-resistance-rated envelope or a fire-resistance-rated membrane, are protected The Simpson Strong-Tie Titen HD® Screw Anchors and by approved fire-resistance-rated materials, or have Rod Hangers described in this report comply with, or are been evaluated for resistance to fire exposure in suitable alternatives to what is specified in, those codes accordance with recognized standards. listed in Section 1.0 of this report, subject to the following • Anchors are used to support nonstructural conditions: elements. 5.1 The anchors must be installed in accordance with the 5.14 Anchors have been evaluated for reliability against manufacturer's published installation instructions and brittle failure and found to be not significantly sensitive this report. In case of conflict, this report governs. to stress-induced hydrogen embrittlement. 5.2 Anchor sizes, dimensions and minimum embedment 5.15 Use of anchors is limited to dry, interior locations. depths are set forth in the tables of this report. 5.16 Special inspection must be provided in accordance 5.3 The anchor must be installed in accordance with with Section 4.4. Section 4.3 of this report in cracked and uncracked normal weight and sand-lightweight concrete having a 5.17 The anchors are manufactured by Simpson Strong- compressive strength, f',, of 2,500 psi to 8,500 psi Tie Company, Inc., under a quality control program (17.2 MPa to 58.6 MPa); and cracked and uncracked with inspections by CEL Consulting(AA-639.) sand-lightweight or normal-weight concrete over 6.0 EVIDENCE SUBMITTED profile steel deck having a minimum specified Data in accordance with the ICC-ES Acceptance Criteria compressive strength, f'c, of 3,000 psi(20.7 MPa). for Mechanical Anchors in Concrete Elements (AC193), 5.4 The value of f' used for calculation purposes must dated February 2010, including an optional suitability test not exceed 8,000 psi(55.2 MPa). for seismic tension and shear; profile steel deck soffit tests; 5.5 Strength design values must be established in mechanical properties tests; calculations; and quality accordance with Section 4.1 of this report. control documentation. 5.6 Allowable stress design values must be established in 7.0 IDENTIFICATION accordance with Section 4.2 of this report. The Titen HD® Screw Anchor and Rod Hanger packaging is marked with the Simpson Strong-Tie Company name; 5.7 Anchor spacing(s) and edge distance(s), as well as product name (Titen HD®); anchor diameter and length; minimum member thickness, must comply with Tables catalog number corresponding to Table 6 of this report; the 1 and 4, and Figures 3 and 4 of this report. name or logo of the inspection agency (CEL Consulting); 5.8 Reported values for the Titen HD®Rod Hanger do not and the evaluation report number(ESR-2713). In addition, consider the steel insert element which must be the # symbol and the anchor length (in inches) are verified by the design professional. stamped on the head of each screw anchor. 1 4 . ESR-2713 I Most Widely Accepted and Trusted Page 5 of 9 TABLE 1—TITEN HD®SCREW ANCHORS AND ROD HANGERS INSTALLATION INFORMATION' Nominal Anchor Diameter/Threaded Coupler Diameter(inch) Characteristic Symbol Units 3/8 1/2 3/4 3/8 +f2 Rod Hanger Rod Hanger Installation Information Nominal Diameter da(d3)5 in. 318 1/2 3/4 3/8 3/8 Drill Bit Diameter d56 in. 3/8 1/2 3/4 3/8 3/8 Minimum Baseplate Clearance d, in. /2 51e '/a N/A' N/A3 Hole Diameter2 Maximum Installation T„scmax ft-Ibf 50 65 150 50 50 Torque Maximum Impact Wrench T,mp,cc,n,. ft-Ibf 150 385 385 150 150 Torque Rating Minimum Hole Depth hh„a in. 3 33/4 33/4 41/2 6 63/4 3 31/4 Nominal Embedment Depth N., in. 21/2 3'/4 31/4 4 51/2 61!4 21/2 21/2 Effective Embedment he in. 1.77 2.40 2.35 2.99 4.22 4.86 1.77 1.77 Depth Critical Edge Distance ca, in. 211/16 35/6 39/16 41/2 63/8 75/16 211/16 211/16 Minimum Edge Distance cm,, in. 13/4 Minimum Spacing sm,,, in. 3 Minimum Concrete h,,,,,, in. 41/4 5 5 61/4 83/4 10 4'/4 4'/4 Thickness Anchor Data Yield Strength fya psi 97,000 Tensile Strength f,,,,6 psi 110,000 Minimum Tensile& A,a' in2 0.099 0.183 0.414 0.099 0.099 Shear Stress Area Axial Stiffness in Service Load Range- /3,,,,,, lb/in. 715,000 Uncracked Concrete Axial Stiffness in Service Load Range- a,,, lb/in. 345,000 Cracked Concrete For SI:1 inch=25.4 mm, 1 ft-lbf= 1.356 N-m, 1 psi=6.89 Pa, 1 in2=645 mm2, 1 lb/in=0.175 N/mm. 1The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The clearance must comply with applicable code requirements for the connected element. 'The Titen HD®Rod Hanger version is driven directly to the supporting member surface. 4T,,4r.ma4 applies to installations using a calibrated torque wrench. 5For the 2006 IBC d,replaces da 6For the 2003 IBC far replaces f,,,,, 7Asa.N=Aeav=Ase ESR-2713 I Most Widely Accepted and Trusted Page 6 of 9 TABLE 2—TITEN HD®SCREW ANCHOR AND ROD HANGER CHARACTERISTIC TENSION STRENGTH DESIGN VALUES' Nominal Anchor Diameter/Threaded Coupler Diameter(inch) Characteristic Symbol Units ; 3/8 112 /° , 3/2 /' Rod Hanger Rod Hanger Anchor Category 1,2 or 3 - 1 Nominal Embedment Depth h a in. 21/2 31/4 3'/4 4 51/2 61/4 21/2 21/2 Steel Strength in Tension(ACI 318 Section D.5.1) Tension Resistance of Ns! lbf 10,890 20,130 45,540 10,890 10,890 Steel Strength Reduction Factor- Steel Failure2 0.65 Concrete Breakout Strength in Tension(ACI 318 Section D.5.2) Effective Embedment ha, in. 1.77 2.40 2.35 2.99 4.22 4.86 1.77 1.77 Depth Critical Edge Distance ca. in. 211/16 35/8 39/16 41/2 63/6 75/16 211/16 271/,6 Effectiveness Factor- ka„s, - 24 Uncracked Concrete Effectiveness Factor- ks, - 17 Cracked Concrete Modification factor (1's,N' - 1.0 • Strength Reduction Factor- Concrete Breakout Failure3 Oa 0.65 Pullout Strength in Tension(ACI 318 Section D.5.3) Pullout Resistance Uncracked Concrete Np,,,,Cr Ibf 2,700' N/A' N/A' N/A' N/A' N/A' 2,0255 2,0255 (f4=2,500 psi) - — Pullout Resistance Cracked Concrete NP.4r lbf 1,235' 2,7005 N/A' N/A° 6,0705 7,1955 1,2355 1,2355 (f,=2,500 psi) Strength Reduction Factor- Pullout Failure' OP 0.65 Tension Strength for Seismic Applications(ACI 318 Section D.3.3.3) Nominal Pullout Strength for Seismic Loads N,,.a„ lbf 1,2355 2,7005 N/A° N/A° 6,0705 7,195' 1,2355 1,2355 (f 2,500 psi) Strength Reduction Factor for Oe„ - 0.65 Pullout Failure' For SI: 1 inch=25.4 mm, 1 ft-lbf=1.356 N-m, 1 psi=6.89 Pa,1 in2=645 mm2,1 lb/in=0.175 N/mm. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of 0.applies when the load combinations of Section 1605.2.1 of the IBC,or ACI 318 Section 9.2 are used If the load combinations of ACI 318 Appendix C are used,the appropriate value of 0 must be determined in accordance with ACI 318 0.4.5(b). 3The tabulated values of 0sb applies when both the load combinations of Section 1605.2.1 of the IBC or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met. If the load combinations of ACI 318 Appendix C are used,the appropriate value of 0 must be determined in accordance with ACI 318 D.4.5(c)for Condition B. 'As described in this report,N/A denotes that pullout resistance does not govern and does not need to be considered. 'The characteristic pullout resistance for greater compressive strengths may be increased by multiplying the tabular value by(f',/2.500)°5 'The tabulated values of¢y or 0„applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met. If the load combinations of ACI 318 Appendix C are used,the appropriate value of 0 must be determined in accordance with ACI 318 0.4.5(c)for Condition B. 'For the 2003 IBC, 'P3 replaces 4',N 'For the 2003 IBC,Ns replaces N. ESR-2713 I Most Widely Accepted and Trusted Page 7 of 9 TABLE 3—TITEN HD®SCREW ANCHOR CHARACTERISTIC SHEAR STRENGTH DESIGN VALUES' Nominal Anchor Diameter(inch) Characteristic Symbol Units , 1/2 3/4 Anchor Category 1,2 or 3 - 1 Nominal Embedment Depth h„o,. in. 21/2 3'/, 31l4 4 51!2 Steel Strength in Shear(ACI Section D.6.1) Shear Resistance of Steel V,a5 Ibf 4,460 7,455 16,840 Strength Reduction Factor- O Steel Failure2 a 0.60 Concrete Breakout Strength In Shear(ACI 318 Section D.6.2) Nominal Diameter da(do)` in. 0.375 0.500 0.750 Load Bearing Length ° /a in. 1.77 2.40 2.35 2.99 4.22 4.86 of Anchor in Shear Strength Reduction Factor- Ocb 0.70 Concrete Breakout Failure' Concrete Pryout Strength in Shear(ACI 318 Section D.6.3) Coefficient for Pryout Strength k„ 1.0 2.0 Strength Reduction Factor- Concrete Pryout Failure' 0.70 Shear Strength for Seismic Applications(ACI 318 Section D.3.3.3) Shear Resistance of Single Anchor for Seismic Loads Vag Ibf 2,855 4,790 9,350 0'0=2,500 psi) Strength Reduction Factor- - 0.60 Steel Failure2 0 ev For SI: 1 inch=25.4mm, 1 Ibf=4.45N. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of(p, and 4,applies when the load combinations of Section 1605.2.1 of the IBC or ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used,the appropriate value of 0 must be determined in accordance with ACI 318 D.4 5(b) 'The tabulated values of Oct,and Oca applies when both the load combinations of Section 1605.2.1 of the IBC or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met. If the load combinations of ACI 318 Appendix C are used,the appropriate value of 0 must be determined in accordance with ACI 318 D.4.5(c)for Condition B. `The notation in parenthesis is for the 2006 IBC. 5For the 2003 IBC, V,replaces V,a. °For the 2003 IBC,I replaces/a. } ESR-2713 I Most Widely Accepted and Trusted Page 8 of 9 TABLE 4-TITEN HD®SCREW ANCHOR AND ROD HANGER CHARACTERISTIC TENSION AND SHEAR DESIGN VALUES FOR THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES"s Nominal Anchor Diameter/Threaded Coupler Diameter(inch) Characteristic Symbol Units Lower Flute Upper Flute 3/6 Rod 1/2 Rod '/e 1/2 '/e /2 Hanger Hanger Minimum Hole Depth h,,ae in. 2 3 21/2 4 3 31/4 2 21/2 Nominal Embedment Depth h a„ in. 1'/8 21/2 2 31/2 21/2 21/2 17/e 2 Effective Embedment Depth her in. 1.23 1.77 1.29 2.56 1.77 1.77 1.23 1.29 Pullout Resistance,Cracked AI de lbf 375 870 905 2040 870 870 500 1700 Concrete Pullout Resistance,Uncracked lbf 825 1905 1295 2910 1430 1430 1095 2430 Concrete'' NP.deck,unci Steel Strength in Shear` Vsa,deck lbf 2240 2395 2435 4430 N/A N/A 4180 7145 Steel Strength in Shear, lbf 1434 1533 1565 2846 N/A N/A 2676 4591 Seismic' Usade k e9 For SI: 1 inch=25.4mm, 1 Ibf=4.45N. 'Installation must comply with Sections 3.4,4.1.10 and 4.3 and Figures 3 and 4 of this report. 2The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. 'The values listed must be used in accordance with Section 4.1.4 of this report. `The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. 6The values for 0,(reduction factor for pullout strength)can be found in Table 2 and the value for(tb a(reduction factor for steel strength in shear)can be found in Table 3. 6The minimum anchor spacing along the flute must be the greater of 3her or 1.5 times the flute width in accordance with Section 4.1.10 of this report. 'The characteristic pull-out resistance for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f /3,000 psi)os TABLE 5-EXAMPLE TITEN HD SCREW ANCHOR AND ROD HANGER ALLOWABLE STRESS DESIGN TENSION VALUES FOR ILLUSTRATIVE PURPOSES''2'3'4ss,7,as'1° Nominal Anchor Nominal Embedment Effective Allowable Load, Tension Load, Diameter,de Depth,h„om Depth,her 4 Nn/a (inches) (inches) (inches) (lbs) 21/2 1.77 1185** 3/8 31/4 2.40 1960 31/4 2.35 1900 /` 4 2.99 2725 3/ 51/2 4.22 4570 " 61/4 4.86 5645 Design Assumptions: 1.Single Anchor. 2.Tension load only. 3.Concrete determined to remain uncracked for the life of the anchorage. 4.Load combinations from ACI 318 Section 9.2(no seismic loading). 5.30%Dead Load(D)and 70%Live Load(L);Controlling load combination is 1.2 D+ 1.6L 6.Calculation of a based on weighted average:a=1.2D+ 1.6L= 1.2(0.3)+1.6(0.7)=1.48 7.Normal weight concrete:f',=2500 psi 8.ca,=Ca2 2 cac 9.h 2 h,,,,,, 10.Values are for Condition B(Supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided). **Illustrative Procedure(reference Table 2 of this report): 3/8"Titen HD with an Effective Embedment,her=1.77" Step 1:Calculate Static Steel Strength in Tension per ACI 318-05 Section D.5.1;A.Nse=0.65 x 10,890=7,078 lbs. Step 2:Calculate Static Concrete Breakout Strength in Tension per ACI 318-05 Section D.5.2; (dc6Ncb=0.65 x 2,826=1,837 lbs. Step 3:Calculate Static Pullout Strength in Tension per ACI 318-05 Section D.5.3; 0,NP„n„=0.65 x 2,700=1,755 lbs. Step 4:The controlling value(from Steps 1,2 and 3 above)per ACI 318-05 Section D.4.1.2; ON,=1,755 lbs. Step 5:Divide the controlling value by the conversion factor a per section 4.2.1 of this report: TaIlowable,ASD qt,Jrla=1,755/1.48= 1,185 lbs. r A . ESR-2713 I Most Widely Accepted and Trusted Page 9 of 9 TABLE 6—TITEN HD®SCREW ANCHOR AND ROD HANGER IDENTIFICATION INFORMATION Anchor Size Catalog Number '/8" THD37xxxxH /z" THD50xxxxH 'Ls" THD75xxxxH 3/8"Rod Hanger THD37212RH '/_'Rod Hanger THD50234RH r ? i I Islam r t s'' o p ° i. . '' .6 ' kw 1 O 0 " 0 h,, ° 0 0 FIGURE 1A—TITEN HD®SCREW FIGURE 1B—TITEN HD®ROD HANGER FIGURE 2—TITEN HD®SCREW ANCHOR ANCHOR INSTALLATION MIN.3.000 PSI NORMAL OR MIN.1 S" MIN.,f."TYP. SAND-LIGHTWEIGHT CONCRETE• 0 i UPPER °°° " MIN. r FLUTE 20 GAUGE MAX.3" I MIN.44J'I MIN.4'W STEEL t' �{{ DECK -.—MIN.12"TYP. LOWER -'--MAX.1°OFFSET.TYP. FLUTE FIGURE 3-INSTALLATION IN THE SOFFIT OF CONCRETE OVER PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES(LOWER FLUTE) (1 in=25.4 mm) MIN.3,000 PSI NORMAL OR MIN.31/4" 4 MIN.S,'TYP. SAND-LIGHTWEIGHT CONCRETE ci. . ., N J� °C C .n, o Q - , >' r -. :;, ' UPPER FLUTE MAX 3" I MIN.41,1 20 GAUGE I {{ MIN.4'z' STEEL I. DECK MAX 1"OFFSET.TYP. -0- -0- MIN.12"TYP • LOWER FLUTE FIGURE 4-INSTALLATION IN THE SOFFIT OF CONCRETE OVER PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES (UPPER FLUTE) (1 in =25.4 mm) r TITEN HD® Heavy Duty Screw Anchor for Concrete and Masonry - Anchor Systems — ... Page 1 of 3 I ■ SIMPSON www.strongtie.com StangTe • »Home>Products>Anchor Systems>Mechanical Anchors TITEN HD® Heavy Duty Screw Anchor for Concrete and Masonry��� Cracked& 11 Information on this page has been updated since the printing of the 2009-2010 Anchor Systems Catalog. UI>cracked NBC To view the specific changes made to this page in detail,see Catalog Changes and Corrections COMIC' 2009 SH 2715 The Titen HD®anchor is a patented,high-strength screw anchor for concrete and masonry. It is CODE LISTED FOR CRACKED designed for optimum performance in both cracked CONCRETE and uncracked concrete;a requirement that the 2006 and 2009 IBC places on post-installed anchors.The high strength,easy to install Titen HD anchor has • Read more about •,; been tested and shown to provide outstanding Cracked Concrete performance in cracked and uncracked concrete ir. See all products under both static and seismic loading conditions.The ( designed and tested self-undercutting,non-expansion characteristics of # for Cracked Concrete the Titen HD anchor make it ideal for structural w applications,even at reduced edge distances and Titen HD® • Download Free spacings.Recommended for permanent dry,interior Software:Anchor non-corrosive environments or temporary outdoor CODE LISTED Designer for ACI 318 applications. ICC-ES ESR-2713 GALLERY: roll over images below to see larger image '3., ter? i s I >. '' _.._ Titen HD®screw Serrated teeth on the tip Suitable for use in anchor of the Tiles HD®screw place of code . U S Patent anchor facilitate cutting anchor bolts -1,,, 5,674,035 8. and reduce installation - -- 6,623.228 torque A r fY a �, k I " i .....r New longer 1/2"diameter Titen HD®anchors achieve sufficient --- -- - - embedment depth to develop tension loads equal to many Simpson ! LINKS: Strong-Tie holdowns that specify a 5/8"diameter anchor.Testing has been conducted to assure compatibility of these holdowns'anchor • Related Product:Titen HD®Rod Coupler holes with the 1/2"Titan HD screw anchor • Related Product:Titen HD®Rod Hanger • Related Product:Titen HD®Mini .-,,1 • Supplements Information for Mechanical Anchors` i ■ Limited Warranty Information • Design Data for USD• Tension and Shear Load Tables for ASD __._.;'_''.�-�:.: • Load-Adjustment Factors The Titen HD®screw anchor 3/4 x 6 and 3!4 x 7(models • NEW 2d and 3d Drawings for Autodesk®Revit® THDT75600H and THD75700H)have a 1"section under the head • Documents: that is unthreaded to allow installation into tilt-up wall braces • Anchor Catalog Section(PDF) IrS see Catalog Addendum section(PDF) PERFORMANCE FEATURES • Titen HD®Anchor for use with Simpson Strong -Tie®Holdowns in Wnd and Low-Seismic • Tested per AC193 to ensure outstanding performance in both cracked and uncracked concrete Regions Flier(PDF) http://www.strongtie.com/products/anchorsystems/mechanical/titen-hd/ 1/13/2012 TITEN HD® Heavy Duty Screw Anchor for Concrete and Masonry - Anchor Systems — ... Page 2 of 3 • Higher load capacity and vibration resistance: • Titen HD®Anchor for Mudsill Applications Flier Threads along the length of the anchor undercut the (PDF) concrete and efficiently transfer the load to the base • Anchoring Solutions for Mechanical,Electrical material, and Plumbing Trades flier(PDF) ■ Vibration and Shock Resistance:The mechanical • Product Submittal(PDF) interlock of the threads and the ratchet teeth on the • Material Safety Data Sheet(PDF) underside of the head help prevent the anchor from • Material Safety Data Sheet en Espanol(PDF) loosening in vibratory conditions. The Titen HD • Material Safety Data Sheet en Francais(PDF) anchor has been tested to 12.6 million vibratory • Anchor Tension Loads in Masonry Chair Block cycles with no performance reductions. • Specialized Heat Treating Process:Creates superior Technical Bulletin(PDF) surface hardness at the tip to facilitate cutting,while • Free Software: at the same time not compromising ductility within the • Anchor Designer 3. anchor body. • Less spacing and edge distance required:The anchor does not exert expansion forces on the base INSTALLATION material. • Easy post-installation inspection:The head is • Installation Instructions stamped with the Simpson Strong-Tie®"0"sign and • Fixture Hole Diameter the anchor length in inches. • Reinstallation of the Anchor INSTALLATION FEATURES TEST CRITERIA • No special drill bit needed. The Titen HD®anchor has been tested in accordance Designed to install using with ICC-ES AC193,ACI 355.2 and ICC-ES AC106 for standard sized ANSI tolerance the following: drill bits. • Installs with 50%less torque: • Static tension and shear loading in cracked and Testing shows that when uncracked concrete compared to competitors,the ■ Seismic and wind loading in cracked and uncracked Titen HD requires 50%less "' concrete torque to be installed in • Performance in cracked concrete concrete. • Hex-washer head:Requires no ,,. < g Anchor Fatigue Testing:Tested in accordance with ASTM E 488 for the effects of fatigue.25%of the separate washer and provides 9 a clean installed appearance.* Serrated teeth on the average ultimate load was applied to the anchor for 2 • Removeable: Ideal for tip of the Titen HD million cycles at a frequency of 15 Hz.Subsequent load temporary anchoring(e.g. screw facilitate tests showed no reduction in ultimate tension capacity. formwork,bracing)or cutting and reduce Vibratory Load Testing:A 150 lb.concrete block was applications where fixtures may installation torque. suspended from a 3/8"diameter anchor embedded at need to be moved. Re-use of 1 1/2"and vibrated for 12.6 million cycles at a frequency the anchor to achieve listed load values is not of 30 Hz and an amplitude of 0.0325 inches.Subsequent recommended.See reinstallation note load test showed no reduction in ultimate tension capacity. *Some jurisdictions require an additional square plate washer for sill plate applications. Field Testing:For guidance on field testing see technical bulletin T-SAS-THDINSP. MATERIAL SUGGESTED SPECIFICATIONS Carbon steel,heat treated Screw anchors shall have 360-degree contact with the FINISH base material and shall not require oversized holes for installation.Fasteners shall be manufactured from Zinc plated or mechanically galvanized carbon steel,and are heat-treated.Anchors shall be zinc plated in accordance with ASTM B633 or mechanically galvanized in accordance with ASTM B695.Anchors are CODE REPORTS not to be reused after initial installation.Screw anchors shall be Titen HD®anchors from Simpson Strong-Tie, • ICC-ES Evaluation Service ESR-2713(PDF)(cracked Pleasanton,CA.Anchors shall be installed per the and uncracked concrete) Simpson Strong-Tie instructions for the Titen HD anchor. • ICC-ES Evaluation Service ESR-1056(CMU) • City of Los Angeles RR25741 (PDF)(cracked and uncracked concrete) • City of Los Angeles RR25560(PDF)(CMU) Titen HD Anchor Product Data-Zinc Plated • Florida Statewide Product Approval FL11506.7 • Factory Mutual 3017082 {fit The load tables list values based upon results from the most recent testing and may not reflect those in current code reports.Where code jurisdictions http://www.strongtie.com/products/anchorsystems/mechanical/titen-hd/ 1/13/2012 ' ___ TITENBD® Heavy Duty Screw Anchor for Concrete and Masonry - Anchor Systems — ... Page 3 of 3 A apply,consult ----------------------------- ------------ ' � wrench values. S�� Model , Quantity DUm W�� (In.) No ` -- ' (Ia.) (In.) Box Carlon 4ilx 3 i THD37300H 50 200 -/ % q�o —'�~ , -�~� %: — 50 | 100 %xo /nux/mmn 1 . 50 | 1O0 _ 25 100 ' H2 x5 O5O5O0H 20 80 ! --- ----- { 1/2x0 / THD50600H ' 20 80 �x8� TN�002H . l6 31� -" 40 *xV � THD6U80VM 2O ' 4O THD5o120]H 20 40 .1/2x13 THD501300H 20 40 _1/2x14 THD5O 4V8H , 80 40 lhx15 , THD501500H 20 , �/8x4 . THD82400U ! i 10 40 ��x5 TMU82500H 10 . 40 ' 578 X 6 «%a [ 10 40 [-,0 '—..40 5/8x8 7TH082800H l --10 20 ^vx* /wu/75600H 3/4 5 20 1}� 3/4�� / 5 10 94 88 x /nu/�uzn � 5 10 3/4 m1O � 6 10 ----- 1. Zinc plating meets ASTM B633,Sd . 2. Length is measured from the underside of the head to the tip of the anchor Titen HO Anchor Product Data -Mechanically Galvanized Size Model D�UBit h Quantity Di a.�� ' __� ~—'' ) (in.) Box . Carton %xo I THD37500HMG 50 ' 100 THD37600MMG ' ~° / rm 50 T10� ��x5 TH &��--------------r--- -- | unomumn 2O 8Q . 1/2x6 THD50608HK0G ------- ---- 20 80 Y2 v4 _ THD50612HMG ____ ____ V2 X 8 THD50800HMG 40 [ 1. Mechanical galvanizin meets ASTM B695,Clas 65, Type 1 Intended for some pressure-treated wood sill plate applications. Not for use in other corrosive or outdoor environments.See guidelines page for more corrosion information p""*o January,oum,from blip.m°°°"/ro"o^"""m*rou""*/"",^","v"°m*m.m.".=m^""*o/ 02012 u.m,"°"a,ro"o'n*m http:/h*wvv.mtnoogbe.com/prnduots/aocboroymtenoa6ncubooical/thco-hd/ 1/13/2012