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Submittal Response # 1 Services 5D2 - 6471 Cogeneration and Brown Grease C1eanWat CIP Program Our commitment is dear. Printed 03/03/2014, Page 1 of 1 ?UAQLO13-0 61 ti Subject: CH2M Hill Design Response to Submittal# 181.1 \ 4%G1 5 SV J Submitted : 02/27/2014 Created By: CH2M Hill Design, Luke Scoggins Type: Official FCC C.(� ITZ= 1EL� lP rr S / Se/S 71-f1 C 64- s `r Action Submittal Response Status: Informational Submittal Response Status: CCD-Complies with Contract Documents Deferred Submittal Response Status: Comment: 1. This submittal has been reviewed for compliance with the contract documents. The design criteria used have been reviewed against the project design criteria stated in the project drawings, specifications and current building codes. The correct criteria were implemented in the design unless specifically commented on otherwise. The calculations were not checked for accuracy or correctness except for general compliance. An engineer registered in the state of Oregon who is responsible for the design of this particular element has stamped the calculations. OFFICE COPY eadoc seepexecom Progressive Cavity Pump Seismic Calculation Package Supply of seepex, Inc. pumps& accessories: consisting of engineering drawings, descriptive literature, operating data and related information. To: James W. Fowler Co. 12775 Westview Dr. Dallas, OR 97338 Phone#: 503-623-5373, Fax#: 503-623-9117 Attn: Randy Stebner, randvs(c�jwfowler.com Project: Clean Water Services Durham AWTF PO#: 2013-03240 seepex Job#: 2116851 Specifications Section: 11315 Progressing Cavity Pump Equipment No: Denomination: Pum• T •e: Commission#: Ta•: FOG Pump BN 17-6LS 837930 FOG Waste Feed Pump 1-715P6402 FOG Pump BN 17-6LS 837931 FOG Waste Feed Pump 2-715P6404 Represented by: Granich Engineered Products, Inc. 43520 Southeast North Bend Way North Bend, WA 98045 Phone#: 866-859-2940, Fax#: 206-315-2939 Attn: John Hayes, johnhqranich.com By: seepex, Inc. 511 Speedway Dr. Enon, OH 45323 Phone#: 937-864-7150, Fax#: 937-864-7157 February 26, 2014 STRUCTURAL CALC U LATI 0 N S FOR SEEPEX, INC . 511 Speedway Drive Enon, OH 445323 Pump Model BN 17-6LS EDP No . 135259 Seismic Anchorage Durham Advanced WTF Tigard, OR BROOKS-RANSOM ASSOCIATES STRUCTURAL ENGINEERS CIVIL ENGINEERS WWW.BROOKSRANSOM.COM 1 .i 7 :. : PROFFS f--)) (c11) [ 1 17013 Y E A R S O F WIRES 12-31-14 EXCELLENCE OREGON" Itrnf•ks Ramom 1$ I 1°.:�►riateK 741 5 NORTH PALM, SUITE 100 + ,4 FRESNO, CALIFORNIA 9371 1 OFFICE: (559)449-8444 FAX: (559) 449-8404 �Atte, Joe# 1 4089 FEBRUARY 20, 2014 Copyright: This droving is our properly dnd patented for us according to the low of copyright and oesoc■dted noble ' 68 17/37' 1174 t1 42" 13 7/16" 13 1/8' 110671 13411 13331'. A 30 19/32" 9., �t 17111 8100 8101 m 103/4" P 150 1 b6s16. A �j�—r1 11� 1L1 i=— — A� I _ 150.81 _ N 1 .t!.!I^ ice— �"la� iii"-i .1.._ --�� - "r��s � ii -_ m 8001 8200 _o ti ' o s- centre of gravity ' � ▪ o } -37 5/32" 0 e 19441 (6)5/5'14ILT1 HIT-Z-R 516 55 IN5E12T5m 03/4•' 5E11 IN HILTI HIT-HY 200 ADICOIVE 1191 I IN 5/4'DIA.HAMMER DRILLED HOLES PER ESR 5151 PROVIDE 5"MIN.EMBED. 1 INTO 9'MIN.THICK GONG.SLAB WITH 7 6'MIN.EDGE DISTANCE.SEE INSTALLATION M NOTES ON SHEET 2 ! 3. 301/2•' 301/2" , 3" flew flew 17621 -ezei m • 11701 81 dimensions in 1..I are in millimeter mw tw I baseptate 8200 Var.-801-200/0100-C-713 53 1 motor WEG 00518U13E1847C-W22 8101 49 1 gear.Nord SK2ZXF-180TC 8100 35 I pump ON 17-6LS 8001 85 Went. Denornlndion Item Material Note Weight / kg 2014 Nome Day Scale WeighI Denominelion rem,00!.?� Drown Ish 04.02. OD 1:20 222 kg dimensional drawing seepex.com . 2°^w EDP-No. Drawing—no. ww.eeeeee.cam Checked her 05.02. 135259.dwg 262—C65/0170—S-703A4 ae.vroi tole.onc es for d,mensions without specified toleramcee arc. to DON 150 276E—o 1 ANCHORAGE DETAIL NOT TO 8 ALE • ■ BROOKS RANSOM ASSOCIATES SEEPEX Dn DD ID, M"�" MODEL BN 17-6L5 Rum. o.lr 02/20/14 CIVIL xtr" "'y"'"''« DURHAM ADVANCED WTF ncw+a,utsann.enIl leeeltie-ew+ PO leeewe-e«a ARD OR Ue0"• 140119 . 5 ( BOLT TO BOLT ) LOCK-MJT �r�� TOP OF CONCRETE , EQUIPMENT BASE �il EQUIPMENT PAD PROJECTION //////////I WA �A5 REQ'D 11/2" MINIMUM - 111111 LEVELING GROUT Q LEVELING NUT tia erg � l i ROD SIZE AS NOTED ' EDGE OF CONCRETE PAD MIN. 5" CLR FOR OR COLD JOINT SLABS ON GRADE, / MIN. 2" CLR FOR ELEVATED SLABS NOTES: EPDXY SHALL BE HILTI HIT-HY 200 ADHESIVE AS MANUFACTURED BY HILTI, INC. 5400 SOUTH 122 nd EAST AVENE, TULSA, OAKLAHOMA 14146. INSTALLATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND I.G.G. EVALUATION SERVICES, INC. REPORT NO. ESR-3181 ISSUED MARCH I, 2013. RODS ARE HILTI HIT-Z-R (A151 516) STAINLESS STEEL AS FOLLOWS: BOLT SIZE Anom (IN') EMBEDMENT, L (MIN.) DRILL BIT SIZE, 'AA INSTALLATION CONDITION 5/8" .3061 5" 5/4" (HAMMER DRILL) DRY NUTS: ASTM F 514 (AI51 TYPE 516) STAINLESS STEEL CONCRETE: F'c = 4,000 PSI MIN. to 28 DAYS EXISTING CONCRETE THICKNESS (H)= 1" MN. ANCHOR CENTERED NO CLOSER FROM EDGE CONCRETE OR COLD JOINT IN CONCRETE THAN 6". MAXIMUM TIGHTENING TORQUE = 108 IN.-LBS./12 = 51 FT.-LB. 2 ANCHORING NOTES AND DETAILS BROOKS RANSOM ASSOCIATES SEEPEX BY, DD Sheet STRUCTURAL ENGINEERS MODEL BN 17-6LS CIVIL ENGINEERS 02_20_ J 7415 N. PAL( AVE., SL1TE 100 DURHAM ADVANCED WTF Date: FRESNO. CALIFORNIA 93711 (559)449-8444 FAX: (559)449-8404 TIGARD, OR Job no: � p SPECIAL INSPECTIONS: • I. ALL EPDXIED ANCHORS REBAR SHALL BE INSPECTED BY AN APPROVED TESTING AND INSPECTION AGENCY AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE E.S.R. REPORT AND CBC SECTIONS 1104.4 AND 1104.15 AND LOCAL BUILDING DEPARTMENT REQUIREMENTS. 2. THE SPECIAL INSPECTOR SHALL BE APPROVED BY THE ENGINEER OF RECORD AND POSSESS PROPER QUALIFICATION/CERTIFICATION. 3. CONTRACTOR SHALL HAVE A CURRENT COPY OF ALL ICC REPORTS INDICATED ON PLANS AVAILABLE FOR THE SPECIAL INSPECTOR ON THE JOB SITE. 4. WHEN INSTALLING EPDXIED BOLTS AND/OR REBAR, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING BARS. MAINTAIN A MINIMUM CLEARANCE OF ONE-INCH BETWEEN THE EXISTING REINFORCEMENT AND THE EPDXIED BOLTS AND/OR REBAR. 5. SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING ITEMS AND PROCEDURES NOTED: EPDXY-SET CONCRETE ANCHORS A. CONTINUOUS INSPECTION OF THIS INSTALLATION 15 REQUIRED. B. INSPECTOR SHALL VERIFY CONDITION OF CONCRETE CONFORMS WITH DESIGN. CONCRETE BASE SHALL EXTEND ANY MINIMUM DISTANCE BEYOND THE CENTER OF ANCHORS AS INDICATED ABOVE AND BE FREE FROM CRACKS AND/OR DAMAGE. C. INSPECTOR SHALL VERIFY SIZE AND GRADE OF ANCHOR ROD MATERIAL, TYPE OF EPDXY ADHESIVE, AND SIZE OF DRILL BIT USED FOR BORING HOLE IN CONCRETE. D. INSPECTOR SHALL VERIFY PROPER DRILLING AND CLEANING OF HOLE, MIXING OF ADHESIVE, AND INSERTION OF ROD. E. INSPECTOR SHALL ALSO NOTE AMBIENT TEMPERATURE FOR CONFORMANCE WITH REQUIREMENTS OF EPDXY LISTING. 3 SPECIAL INSPECTION NOTES BROOKS RANSOM ASSOCIATES SEEPEX DO Sheet By: STRUCTURAL ENGINEERS MODEL BN 17-6LS CIVIL ENGINEERS OZ-ZO-�4 7415 N. PAL[ AVE., SUITE 100 DURHAM ADVANCED WTF Dote FRESNO, CALIFORNIA 99711 (559)449-8444 FAX: (559)449-11404 TIGARD, OR vlob no: 14089 PROJECT: Durham AWTF BROOKS RANSOM ASSOCIATES LOCATION: Tigard,OR 4715 N.PALM AVE,SUITE 100 Seepex EDP#: 135259 FRESNO,CA 93711 JOB NO.: 14089 ENGINEER: D.D. DATE: 2/20/2014 EQUIPMENT ANCHORAGE Seepex Pump Model BN 17-6LS Pump DESIGN OF ANCHORAGE PER Steel Base To Concrete Housekeeping Pad 2010 CBC based on 2009 International Building Code Section 1613,1908.1.9, ASCE 7-05 Section 13.3&13.6,&ACI 318-08 Appendix D With CBC Amendments irFph/No.Anchors-1.r Fpv FPv IFF*9 Ob. Fphx _ G.6. rphy .Fph/No.Anchors ill v' ._ Mot 4--' ANCHOR "- .1, _ AIDTH 4 WlDt}{ OR PLATFORM pCPTH ANCHOR PLAN VIEW SIDE VIEW Anchor In Tension END VEW • ANCHORAGE CALCULATIONS Fp=0.4apSDSWp/(Rp/Ip)'(1+2'z/h) (Eq 13.3-1) Fp= 150.64 Lbs. Fp=0.3SosIpWp(Minimum) (Eq 13.3-3) (Not less than) Fp(min.)= 169.47 Lbs. <GOVERNS Fp=1.6SoslpWp(Maximum) (Eq 13.3-2) (Not more than) Fp(max.)= 903.84 Lbs. ap= 1.00 (Per Table 13.6-1) Sps= 0.700 (Per Section 11.4.4) z= 0.00 (Height in structure at point of attachment of component.Base or below z=0. Roof or above z=h.) h= 0.00 (Average roof height of structure relative to the base elevation in feet.) Rp= 1.50 (Per Section 13.4.2) Ip= 1.50 Importance Factor (Per Section 13.1.3) p= 1.0 (Per Section 13.3.1) Unit Operating Wt. Fluid Wt. Wet Weight WEIGHT= 489.00 Lbs. + 49.00 = 538.00 Lbs. (BOLT C.C.-Y)x(BOLT C.0-X)x(Z-bar)= 12.000 Inches X 2 @ 30.5 Inches 8.906 Inches Number of Anchors Effective In Shear= 6 Total Y-bar= 0.000 Inches Number of Anchors Effective in Tension= 6 Total X-bar= 7.656 Inches Unit Only Fp Horiz.= 1.3Fp= 220.31 Lbs. (Per ASCE 7-05,Section 13.4.2 Anchors in Concrete or Masonry) Fp Vert.= 1.3(0.2S0sWp)= 97.92 Lbs. (Per ASCE 7-05,Section 13.3.1 A.Section 13.4.2a) Anchor Forces(at base of unit) LRFD Load Combination(Eq 16.7): 0.9D+1.0E Pu= 0.9Total Weight-1.OFpv= 386.28 Lbs. Mux= Fph(Z-bar)+Wp(X-bar)= 6,081.02 In-Lbs./12= 507 Ft-Lbs Muy= Fph(Z-bar)+Wp(Y-bar)= 1,962.09 In-Lbs./12= 164 Ft-Lbs Muz= Fph(X-bar)+Fph(Y-bar)= 1,686.70 In-Lbs./12= 141 Ft-Lbs Vux= Vuy= 1.0Fph= 220.31 Lbs. Use(6)5/8"Diameter HILTI-HY 200+HIT-Z-R(AISI 316)Stainless Steel A.T.R.(ESR-3187) Min.9"Thick Normal Weight Concrete F'c=4,000 psi,5"Min.Embedment,6"Min.Edge Distance W/1 1/2"Non-Shrink Grout - Per HILTI PROFIS Anchor 2.4.6 Nua= 10.00 LBS./BOLT ONn= 7,940 LBS.Concrete Breakout Strength Vua= 311.00 LBS./BOLT OVn= 4,755 LBS.Concrete Edge Failure in direction x+ Nua l ONn= 0.001 OK Vua/OVn= 0.085 OK g ‘ (Nua I 0Nn)°6+(Vua/OVn)517= 0.011 <1.00 OK 4 .01: row MITI www.hiltl.us Profis Arychor 2.4.6 Company: Brooks Ransom Associates Page: 1 Specifier: Dwight Drew Project: 14089 Durham AWTF Address: 7415 N.Palm Ave.,Suite 100,Fresno,CA 93711 Sub-Project I Pos.No.: Tigard,OR Phone I Fax: (559)449-8444 I(559)449-8404 Date: 2/20/2014 E-Mall: dwight @brooksransom.com Specifier's comments:Seepex BN 17-6LS 135259 1 Input data �,t „T, Anchor type and diameter: HIT-HY 200+HIT-Z-R 5/8 : .• Effective embedment depth: het•era=5.000 in.(h,.wn,;,=-in.) Material: A4 Evaluation Service Report: ESR-3187 Issued I Valid: 1/1/2014 1 3/1/2014 Proof: design method ACI 318/AC30B Stand-off Installation: without clamping(anchor);restraint level(anchor plate):2.00;eb=1.500 in.;t=0.406 In. Hilti Grout:CB-G EG,epoxy,fc,Grout=14939 psi Anchor plate: Ix x Li x t=67.000 in.x 15.000 In.x 0.406 In.;(Recommended plate thickness:not calculated) Profile: • no profile Base material: cracked concrete,,fc'=4000 psi;h=9.000 In.,Temp.short/long:110/80°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.3.3.6) Geometry[in.]&Loading[Ib,In.lb] Z gj • 6 13 6 s ,,,T.,,Ni, -,;,1eo o ,:e rtC , 'i, 5 •Ik . 5 input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hiltl AG,FL-9494 Schaan Hilti is a registered Trademark of HIM AG,Schaan Vasawswwww# 1M11`TI www.hiltl.us Profis Anchor 2.4.6 Company: Brooks Ransom Associates Page: 2 Specifier: Dwight Drew Project: 14089 Durham AWTF Address: 7415 N.Palm Ave.,Suite 100,Fresno,CA 93711 Sub-Project I Pos.No.: Tigard,OR Phone I Fax: (559)449-8444 I(559)449-8404 Date: • /20/2014 E-Mail: dwight @brooksransom.com 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y •4 5 Q '6 1 5 46 39 24 • Com.re_ion 2 3 54 39 37 x 3 1 63 39 50 • 0 • 4 0 41 34 24 Tension 5 0 50 34 37 6 0 60 34 50 max.concrete compressive strain: 0.00[%o] max.concrete compressive stress: 3[psi] resulting tension force in(x/y)=(-11.872/-5.964): 10[Ib] resulting compression force in(x/y)=(15.080/4.813):396[Ib] 3 Tension load Load N,,,[Ib] Capacity On[Ib] Utilization]3N=N,,,/+Nn Status • Steel Strength` 5 13848 1 OK Pullout Strength' 5 9643 1 OK Concrete Breakout Strength" 10 7940 1 OK •anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength N„[Ib] 4nonductie 4)Nse[Ib] Nu,lib] 21305 0.650 1.000 13848 5 3.2 Pullout Strength Np[Ib] lil (1.selsmic 4tnonductile a.NSeb •N [Ib] Nua[Ib] 19781 0.650 0.750 1.000 i,a00 9643 5 3.3 Concrete Breakout Strength AN.[in.2] ANm[in.2] ccrnin[in.] c.o[In.] qN 708.75 225.00 6.000 _ ec1,N[in.] yec1,N ec2,N[in.]1 13.000 1. 0 Wec2,N Wed,N ycp,N k. 4.247 0.638 2.964 0.717 0.940 1.000 17 Nib[lb] ■eeWNc Ononductile .Ncbg[lb] Nua[Ib] 12021 0. 50 0.750 1.000 7940 10 Sheet• . 6 Input data and results roust be checked for agreement with the existing conditions and for plausibility! ,kOf. PROFIS Anchor(c)2003-2009 Hilfi AG,FL-9494 Schaan Hile is a registered Trademark of Hilti AG,Schaan 1■■111 :111•91 • www.hilti.us Profis Anchor 2.4.6 Company: Brooks Ransom Associates Page: 3 Specifier: Dwight Drew Project: 14089 Durham AWTF Address: 7415 N.Palm Ave.,Suite 100,Fresno,CA 93711 Sub-Project I Pos.No.: Tigard,OR Phone I Fax: (559)449-8444 I(559)449-8404 Date: 2/20/2014 E-Mail: dwight @brooksransom.corn 4 Shear load Load Vu.[Ib] Capacity 4V.lib] Utilization v=V„./+V,, Status Steel Strength' 63 3988 OK Steel failure(with lever arm)' 63 1021 7 OK Pryout Strength(Concrete Breakout 311 23274 2 OK Strength controls)" Concrete edge failure in direction x+•• 311 4755 7 OK •anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V.,[Ib] +eb 4 onductiie •V..[Ib] Vu.(lb] 8309 0.600 • 0. 00 1.000 3988 63 4.2 Steel failure(with lever arm) I[in.] am 2.016 - 2.00 WI, 1-NJ 4N„ M;[in.lb] M,=M;(1-NJ41N,)[in.lb] 0.000 1.000 ' 1714.257 1714.090 V;=au•M./Ib[Ibl + tlnonducble 414[Ib] Vus[lb] 1701 0.600 1.000 1021 63 4.3 Pryout Strength(Concrete Breakout Strength controls) ANC(In•2] Awn[In.2] C„,,,,10[in.] kciP c,c[in.] tyc,N 1008.00 225.00 6.000 2 13.000 1.000 e (in.] .t,v ec2,v(in.) yr.c2,v ed.N 1. 00 17 3.834] 0.662 3.834 0.662 0.940 Nb[Ib] senmic f nonducsle ¢Vcpg[Ib] Vua[Ib] 12021 0.700 0.750 1.000 23274 311 4.4 Concrete edge failure in direction x+ In[in.] do[in.] ct[in.] Avc(in.2) Avco[in•2] 5.000 0.625 6.000 216.00 162.00 1yed,v Vparallel,V ec,v[in.] tyec,v wc,v wh,v 0.900 1.000 0,297 0.968 1.000 1.000 • • Vb[Ib] Qsem 4nonductile 4Vcbg[lb] Vu.[Ib] 7797 0.700 u k: 00 0.750 1.000 4755 311 5 Combined tension and shear loads N v Utilization 13N,v(Yo] Status 0.001 0. 65 5/3 2 OK (3NV=[3A+pv<=1 .�. 7 Input data and results must be checked for agreement with the existing conditions and for plausibility! .421 ....., PROFIS Anchor(c)2003-2009 Milli AG,FL-9494 Schwan HMIs a registered Trademark of HUU AG,Schwan 1■■11 ■T1 www.hllti.us Profis Anchor 2.4.6 Company: Brooks Ransom Associates Page: 4 Specifier: Dwight Drew Project: 14089 Durham AWTF Address: 7415 N.Palm Ave.,Suite 100,Fresno,CA 93711 Sub-Project I Pos.No.: Tigard,OR Phone I Fax: (559)449-8444 I(559)449-8404 Date: 2/20/2014 E-Mail: dwight @brooksransom.com 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate Is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! • The fixture thickness may not be feasible for the anchor selected.Check the fixture thickness against the anchor length and effective embedment depth. • Condition A applies when supplementary reinforcement is used.Them 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 your local standard. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • 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 ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • 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 inputting values for brittle reduction factors(40„d„",ue)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•rnonducille=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! Sheaf 8 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 HIS Is a registered Trademark of Hilti AG,Schaan 11.116T1 www.hllti.us Profis Anchor 2.4.6 Company: Brooks Ransom Associates Page: 5 Specifier: Dwight Drew Project: 14089 Durham AWTF Address: 7415 N.Palm Ave.,Suite 100,Fresno,CA 93711 Sub-Project I Pos.No.: Tigard,OR Phone I Fax: (559)449-8444 I(559)449-8404 Date: 2/20/2014 E-Mail: dwight @brooksransom.com 7 Installation data Anchor plate,steel:- Anchor type and diameter:HIT-HY 200+HIT-Z-R,5/8 Profile:no profile;0.000 x 0.000 x 0.000 in. Installation torque:708.060 In.lb Hole diameter in the fixture:df=0.688 in. Hole diameter in the base material:0.750 in. Plate thickness(input):0.406 In. Hole depth in the base material:7.250 In. Recommended plate thickness:not calculated Minimum thickness of the base material:9.000 in. Cleaning:No cleaning of the drilled hole is required .y 33.500 33.500 • g. N 04 05 06 0 u', R • N ti 01 °2 03 g• 3.000 30.500 30.500 3.000 • t • • Coordinates Anchor in. Sheet Anchor x y c.,r C, c-y cy, Anchor x y c., c,, cy c,y 1 -30.500 -6.000 6.000 67.000 6.000 18.000 4 -30.500 6.000 6.000 67.000 18.000 6.000 9 2 0.000 -6.000 36.500 36.500 6.000 18.000 5 0.000 6.000 36.500 36.500 18.000 6.000 3 30.500 -6.000 67.000 6.000 6.000 18.000 6 30.500 6.000 67.000 6.000 18.000 6.000 Input data and results must be checked tor agreement with the existing conditions and for plausibility! Of. PROFIS Anchor(c)2003-2009 Hilt'AG.FL-9494 Schaan HIltl is a registered Trademark of HIS AG,Schwan ‘rr44.1■40 9 Submittal Response # 2 CleanWater Sevic 5D2 - 6471 Cogeneration and Brown Grease e CIP Program Our commitment is clear. Printed 02/28/2014, Page 1 of 1 Subject: CH2M Hill Design Response to Submitta 188.1 Submitted : 02/26/2014 Created By: CH2M Hill Design, Luke Scoggins Type: Official 2. 0° 2013 ► i1 __ �y,°6" s/�, 7s0 ,� l 035 �✓ ; Action Submittal Response Status: AN -Approved as Noted Informational Submittal Response Status: Deferred Submittal Response Status: Comment: 1. Simpson SET-XP is approved for use on project as an adhesive anchor system as specified. t l� OFFICE COPY e wuid- eaet DURHAM COGENERATION AND BROWN GREASE RECEIVING FACILITIES PHASE 5D2 • b. Simpson Strong-Tie Co.,Inc.,Pleasanton,CA;Torq-Cut Anchor. c. Powers Fasteners,New Rochelle,NY;Atomic+Undercut Anchor. d. Hilti,Inc.,Tulsa OK;HDA Undercut Anchor. 1 -44f---1 E. Adhesive Anchors: 1. Threaded Rod: a. ASTM F593 stainless steel threaded rod,diameter as shown on Drawings. b. Length as required,to provide minimum depth of embedment. c. Clean and free of grease,oil,or other deleterious material. d. For hollow-unit masonry,provide galvanized or stainless steel wire cloth screen tube to fit threaded rod. 2. Adhesive: a. Two-component, designed to be used in adverse freeze/thaw environments,with gray color after mixing. b. Cure Temperature,Pot Life,and Workability:Compatible for intended use and environmental conditions. c. Nonsag,with selected viscosity base on installation temperature i and overhead application where applicable. 3. Packaging and Storage: a. Disposable,self-contained cartridge system capable of dispensing 0 I both components in the proper mixing ratio and fitting into a manually or pneumatically operated caulking gun. h. Store adhesive cartridges on pallets or shelving in covered storage area, in accordance with manufacturer's written instructions. c. Cartridge Markings:Include manufacturer's name,product name, material type,batch or serial number,and adhesive expiration date. t d. Dispose of cartridges if shelf life has expired. ` 4. Manufacturers and Products: !" a. No"fast set"products may be used. Wedge or undercut anchors ( approved for use in cracked concrete shall be used for sustained direct tension applications such as overhead or cantilevered iconditions.Adhesive anchors meeting the requirements of ICC- ES AC308 in long-term creep may be used for direct tension only where approved by Owner's Representative. b. Hilti,Inc.,Tulsa,OK;HIT RE 500-SD or HIT HY 150 MAX SD (concrete),HIT HY 150 MAX(masonry),HIT HY 70(hollow s masonry). I: _c. Simpson Strong-Tie Co,Inc.,Pleasanton,CA; SET XP Epoxy- r Tie Adhesive(concrete),SET Adhesive Anchor System E@ (masonry). I t III 1 METAL FABRICATIONS PW/WBG/422389-5D2 f 05500-b JUNE2013 i 1 i 1 1 EZ ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2508` Reissued June 1, 2013 This report is subject to renewal July 1, 2014. www.icc-es.orq 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.The manufacturer's printed installation instructions (MPII) are DIVISION: 05 00 00—METALS Included with each adhesive unit package as shown in Section:05 05 19—Post-Installed Concrete Anchors Figure 1 of this report. R 3.2 Materials: REPORT HOLDER: 3.2.1 SET-XP Epoxy Adhesive: SET-XP epoxy SIMPSON STRONG-TIE COMPANY INC. adhesive is an Injectable, two-component, 100 percent 5956 WEST LAS POSITAS BOULEVARD solids, epoxy-based adhesive mixed as a 1-to-1 volume PLEASANTON, CALIFORNIA 94588 ratio of hardener-to-resin.SET-XP is available in 8.5-ounce (800)999-5099 (251 mL), 22-ounce (650 mL), and 56-ounce (1656 mL) www.strongtie.com cartridges. The two components combine and react when dispensed through a static mixing nozzle attached to the EVALUATION SUBJECT: cartridge. The shelf life of SET-XP In unopened cartridges is two years from the date of manufacture when stored at SIMPSON STRONG-TIE®SET-XP EPDXY ADHESIVE temperatures between 45°F and 90°F (7°C and 32°C) in ANCHORS FOR CRACKED AND UNCRACKED accordance with the MPH. CONCRETE 3.2.2 Dispensing Equipment: SET-XP epoxy adhesive 1.0 EVALUATION SCOPE must be dispensed using Simpson Strong-Tie manual dispensing tools, battery-powered dispensing tools or Compliance with the following codes: pneumatic dispensing tools as listed in Tables 7 and 8 of • 2009 and 2006 International Building Code(IBC) this report. 3.2,3 Equipment for Hole Preparation: Hole cleaning • 2009 and 2006 International Residential Code®(IRC) 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-Ties SET-XP® Epoxy Adhesive extension capable of reaching the bottom of the drilled Anchors are used to resist static, wind and earthquake hole. (Seismic Design Categories A through F) tension and 3.2.4 Anchor Materials: shear loads in cracked and untracked normal-weight concrete having a specified compressive strength, re, of 3.2.4.1 Threaded Steel Rods: Threaded anchor rods, 2,500 psi to 8,500 psi(17.2 MPa to 58.6 MPa). having diameters from 3/8 inch to 11/4 inch (9.5 mm to 31.7 mm), must be carbon steel conforming to ASTM The anchor Is an alternative to anchors described In F1554, Grade 36, or ASTM A193, Grade B7; or stainless Sections 1911 and 1912 of the 2009 and 2006 IBC. The steel conforming to ASTM A193, Grade B6, B8, or B8M. anchors may also be used where an engineering design Is Table 2 in this report provides additional details. Threaded submitted in accordance with Section R301.1.3 of the IRC. bars must be clean, straight and free of Indentations or 3.0 DESCRIPTION other defects along their lengths. 3.1 General: 3.2.4.2 Steel Reinforcing Bars: Steel reinforcing bars are deformed reinforcing bars (rebar), having sizes from The SET-XP Epoxy Adhesive Anchor System is comprised No. 3 to No. 8, and No. 10, must conform to ASTM A615 of the following components: Grade 60.Table 3 In this report provides additional details. The embedded portions of reinforcing bars must be • SET-XP epoxy adhesive packaged in cartridges straight, and free of mill scale, rust, mud, oil, and other • Adhesive mixing and dispensing equipment coatings that may Impair the bond with adhesive. Reinforcing bars must not be bent after installation except • Equipment for hole cleaning and adhesive Injection as set forth In Section 7.3.2 of ACI 318,with the additional 'Revised January 2014 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed ANSI as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. Copyright©2014 Page 1 of 16 ESR-2508 I Most Widely Accepted and Trusted Page 2 of 16 condition that the bars must be bent cold, and heating of 4.1.4 Static Bond Strength In Tension: The nominal reinforcing bars to facilitate field bending is not permitted. static bond strength of a single adhesive anchor or group 3.2.4.3 Ductility: In accordance with ACI 318 D.1, In of adhesive anchors in tension, N, or kg, must be order for a steel element to be considered ductile, the calculated In accordance with ACI 318-11 D.5.5. Bond tested elongation must be at least 14 percent and strength values are a function of the concrete condition reduction of area must be at least 30 percent. Steel (cracked or uncracked), the concrete temperature range, elements with a tested elongation of less than 14 percent the installation conditions (dry or water saturated or a reduction of area less than 30 percent, or both, are concrete), and the special inspection level provided. considered brittle. Where values are nonconforming or Strength reduction factors, 0,listed below and in Tables 5A unstated,the steel must be considered brittle. and 5B are utilized for anchors installed in dry or saturated concrete in accordance with the level of inspection 3.2.5 Concrete: provided (periodic or continuous), as applicable. Bond Normal-weight concrete must comply with Sections 1903 strength values must be modified with the factor Kj,t for and 1905 of the IBC. The specified compressive strength cases where the holes are drilled In water-saturated of the concrete must be from 2,500 psi to 8,500 psi concrete as follows: (17.2 MPa to 58.6 MPa). SPECIAL PERMISSIBLE BOND ASSOCIATED 4.0 DESIGN AND INSTALLATION INSPECTION INSTALLATION STRENGTH STRENGTH 4.1 Strength Design: LEVEL CONDITION REDUCTION 4.1.1 General: The design strength of anchors under the Continuous Dry concrete TA /ds.,c, 2009 and 2006 IBC, as well as the 2009 and 2006 IRC must be determined in accordance with ACI 318-11 Continuous Water-saturated TkxK.,,n 144,1 (ACI 318)and this report. Periodic Dry concrete Tk tidy. A design example according to the 2009 IBC based on ACI 318-11 is given in Figure 2 of this report. Periodic Water-saturated rk x K„,,y Design parameters are based on ACI 318-11 for use with rk in the table above refers to Tkc,. or rk,,,,,cr, and where the 2009 and 2006 IBC unless noted otherwise in Section applicable, the modified bond strengths must be used in 4.1.1 through 4.1.11 of this report. lieu of rkc,.or The strength design of anchors must comply with ACI 318 D.4.1,except as required in ACI 318 D.3.3. 4.1.5 Static Steel Strength In Shear:The nominal static steel strength of a single anchor in shear as governed by Design parameters are provided in Tables 2, 3, 4, 5A, the steel, V,,, in accordance with ACI 318 D.6.1.2 and and 5B of this report. Strength reduction factors, ¢, as strength reduction factors, 0, in accordance with ACI 318 given In ACI 318-11 D.4.3,and noted in Tables 2,3,4,5A, D.4.3, are given In Tables 2 and 3 of this report for the and 5B of this report, must be used for load combinations anchor element types Included in this report. calculated in accordance with Section 1605.2 of the 2009 or 2006 IBC or Section 9.2 of ACI 318.Strength reductions 4.1.6 Static Concrete Breakout Strength in Shear:The factors, 0, described in ACI 318 D.4.4 must be used for nominal static concrete breakout strength of a single load combinations calculated In accordance with ACI 318 anchor or group of anchors In shear, Va or Vag, must be Appendix C. calculated in accordance with ACI 318 D.6.2 based on information given In Table 4. The basic concrete breakout 4.1.2 Static Steel Strength In Tension: The nominal strength of a single anchor in shear, Vb,must be calculated steel strength of a single anchor In tension, Nee, In In accordance with ACI 318 D.6.2.2 using the values of d accordance with ACI 318 D.5.1.2 and the associated as described in Table 4 of this report for the corresponding strength reduction factors, 0, in accordance with ACI 318 anchor steel In lieu of d,(2009 IBC)and do(2006 IBC). In D.4.3 are provided In Tables 2 and 3 of this report for the addition, he must be substituted for le. In no case shall ,°e anchor element types included In this report. exceed 8d. The value of f', must be limited to 8,000 psi 4.1.3 Static Concrete Breakout Strength In Tension: (55.1 MPa),In accordance with ACI 318 D.3.7. The nominal static concrete breakout strength of a single 4.1.7 Static Concrete Pryout Strength In Shear: The anchor or group of anchors in tension, Na or Nag, must be nominal static pryout strength of a single anchor or group calculated in accordance with ACI 318 D.5.2, with the of anchors in shear, Vc, or Vag, shall be calculated in following addition: accordance with ACI 318 D.6.3. The basic concrete breakout strength of a single anchor 4.1.8 Interaction of Tensile and Shear Forces: For in tension, Nb, must be calculated in accordance with ACI designs that Include combined tension and shear, the 318 D.5.2.2 using the values of k��, and kc,,,,,cr, as interaction of tension and shear loads must be calculated described in Table 4 of this report. Where analysis in accordance with ACI 318 D.7. indicates no cracking In accordance with ACI 318 D.5.2.6, Nb must be calculated using kc,,,ncr and Wc,N = 1.0. For 4.1.9 Minimum Member Thickness, hmm, Anchor anchors In lightweight concrete see ACI 318-11 D.3.6.The Spacing, Smn, and Edge Distance, cm,n: In lieu of ACI value of f,used for calculation must be limited to 8,000 psi 318 D.8.1 and D.8.3, values of sm,, and cm,, provided in (55.1 MPa) maximum for uncracked concrete in Table 1 of this report must be observed for anchor design accordance with ACI 318 D.3.7. The value of f'' used for and installation. In lieu of ACI 318 D.8.5, the minimum calculation must be limited to 2,500 psi (17.2 MPa) member thicknesses, hmin, described in Table 1 of this maximum for cracked concrete regardless of in-situ report, must be observed for anchor design and concrete strength. installation. For adhesive anchors that will remain Additional information for the determination of nominal untorqued,ACi 318 D.8.4 applies. bond strength in tension is given in Section 4.1.4 of this 4.1.10 Critical Edge Distance c,,: In lieu of ACI 318 report. D.8.6, must be determined as follows: ESR-2508 I Most Widely Accepted and Trusted Page 3 of 16 cac=het' TO—"r 0.4 [3.1-0.7 n (D-43) 1.4. Anchor bolts are located a minimum of 13/4 inches �r1sol L n,rJ (45 mm) from the edge of the concrete parallel to the where length of the wood sill plate. 1.5. Anchor bolts are located a minimum of 15 anchor [h her,need not be taken as larger than 2.4; diameters from the edge of the concrete perpendicular to the length of the wood sill plate. r�„cr=characteristic bond strength stated in Tables 5A and 5B of this report where by r„c need not be taken as larger 1.6. The sill plate is 2-inch or 3-inch nominal thickness. than: 2. For the calculation of the in-plane shear strength of anchor bolts attaching cold-formed steel track of kuncr.hejIc bearing or non-bearing walls of light-frame construction Tuncr = n,d to foundations or foundation stem walls, the in-plane a shear strength in accordance with D.6.2 and D.6.3 need 4.1.11 Design Strength In Seismic Design Categories not be computed and 0.3.3.5.3 need not apply provided C, D, E and F: In structures assigned to Seismic Design all of the following are met: Category C, D, E or F under the IBC or IRC, the design must be performed according to ACI 318 Section D.3.3. 2.1. The maximum anchor nominal diameter is 6/s inch The nominal steel shear strength, V..,must be adjusted by (16 mm). av,sels as given In Tables 2 and 3 of this report for the 2.2. Anchors are embedded into concrete a minimum anchor element types included in this report.The nominal of 7 inches(178 mm). bond strength rk,cr must be adjusted by aN,seis. See Tables 2.3. Anchors are located a minimum of 13/4 inches 5A and 5B of this report. (45 mm) from the edge of the concrete parallel to the Modify AC! 318 Sections D.3.3.4.2, 0.3.3.4.3(d) and length of the track. D.3.3.5.2 to read as follows: 2.4. Anchors are located a minimum of 15 anchor 0.3.3.4.2- Where the tensile component of the strength- diameters from the edge of the concrete perpendicular level earthquake force applied to anchors exceeds to the length of the track. 20 percent of the total factored anchor tensile force associated with the same load combination, anchors and 2.5. The track is 33 to 68 mil designation thickness. their attachments shall be designed in accordance with Allowable In-plane shear strength of exempt anchors, D.3.3.4,3. The anchor design tensile strength shall be parallel to the edge of concrete shall be permitted to be determined In accordance with D.3.3.4.4 determined in accordance with A/SI S100 Section Exception: E3.3,1. 1. Anchors designed to resist wall out-of-plane forces 3. In light-frame construction, bearing or nonbearing with design strengths equal to or greater than the walls, shear strength of concrete anchors less than or force determined in accordance with ASCE 7 Equation equal to 1 Inch(25 mm]in diameter attaching a sill plate 12.11-1 or 12.14-10 shall be deemed to satisfy Section or track to foundation or foundation stem wall need not D.3.3.4.3(d). satisfy 0.3.3.5.3(a)through (c) when the design strength of the anchors is determined In accordance with D.3.3.4.3(d) – The anchor or group of anchors shall be D.6.2.1(c). designed for the maximum tension obtained from design load combinations that Include E, with E increased by no. 4.2 Allowable Stress Design(ASD): The anchor design tensile strength shall be calculated from 4.2.1 General: For anchors designed using load D.3.3.4.4. combinations In accordance with IBC Section 1605.3 D.3.3.5.2– Where the shear component of the strength- (Allowable Stress Design), allowable loads shall be level earthquake force applied to anchors exceeds established using Eq. (4-2)or Eq.(4-3): 20 percent of the total factored anchor shear force T.ruwabe,ASO = ¢N„ra Eq. (4-2) associated with the same load combination, anchors and their attachments shall be designed in accordance with and 0.3.3.5.3. The anchor design shear strength for resisting Vsnowabb,ASD = ¢V/a Eq. (4-3) earthquake forces shall be determined in accordance with D.6. where: Exceptions: T.yeweble,ASD = Allowable tension load(lbf or kN) 1. For the calculation of the in-plane shear strength of V.I,owab,.,ASD = Allowable shear load(lb(or kN) anchor bolts attaching wood sill plates of bearing or non-bearing walls of light-frame wood structures to ONe = The lowest design strength of an foundations or foundation stem walls, the in-plane shear anchor or anchor group in tension as strength in accordance with D.6.2 and D.6.3 need not be determined in accordance with ACI computed and 0.3.3.5.3 need not apply provided all of 318 Appendix D as amended In the following are met: Section 4.1 of this report and 2009 IBC Sections 1908.1.9 and 1908.1.10 1.1. The allowable in-plane shear strength of the or 2006 IBC Section 1908.1.16, as anchor Is determined in accordance with AF&PA NDS applicable. Table 11E for lateral design values parallel to grain. 6 OV„ = The lowest design strength of an 1.2. The maximum anchor nominal diameter is /g inch anchor or anchor group In shear as (16 mm). determined in accordance with ACI 1.3. Anchor bolts are embedded into concrete a 318 Appendix D as amended In minimum of 7 inches(178 mm). Section 4.1 of this report and 2009 ESR-2508 I Most Widely Accepted and Trusted Page 4 of 16 IBC Sections 1908.1.9 and 1908.1.10 accordance with 2009 IBC Sections 1704.4 and 1704.15, or 2006 IBC Section 1908.1.16, as or 2006 IBC Sections 1704.4 and 1704.13, whereby applicable. continuous special inspection is defined in IBC Section a = Conversion factor calculated as a 1702.1 and this report. The special inspector must be on weighted average of the load factors the jobsite continuously during anchor installation to verify for the controlling load combination. In anchor type, adhesive identification and expiration date, addition, a must include all applicable anchor dimensions, concrete type, concrete compressive factors to account for non-ductile strength, hole drilling method, hole dimensions, hole failure modes and required over- cleaning procedures, anchor spacing, edge distances, strength. concrete thickness, anchor embedment, tightening torque and adherence to the manufacturer's printed installation Table 6 provides an illustration of calculated Allowable instructions, Stress Design (ASD) values for each anchor diameter at The proof loading program must be established by the minimum embedment depth. registered design professional. As a minimum, the The requirements for member thickness, edge distance following requirements must be addressed in the proof and spacing, described in Table 1 of this report, must loading program: apply. 1. Frequency of proof loading based on anchor type, 4.2.2 Interaction of Tensile and Shear Forces: In lieu diameter,and embedment; of ACI 318 Sections D.7.1, D.7.2 and D.7.3, interaction of 2. Proof loads by anchor type, diameter, embedment and tension and shear loads must be calculated as follows: location; If Tappned<0.2 Tallowabla,ASD,then the full allowable strength 3. Acceptable displacements at proof load; in shear, Vallowable,ASD.shall be permitted. If VappUad 0.2 Vallowablc,ASD, then the full allowable 4. Remedial action In the event of failure to achieve proof strength in tension,T J1owable,ASD,must be permitted. load or excessive displacement. For all other cases: Unless otherwise directed by the registered design professional, proof loads must be applied as confined Tapplfad + Vapplied tension tests. Proof load levels must not exceed the lesser Tanowable,ASD Vallowable,ASD 1.2 Eq.(4-4} of 50 percent of expected peak load based on adhesive 4.3 Installation: bond strength nor 80 percent of the anchor yield strength. The proof load shall be maintained at the required load Installation parameters are provided in Table 1,7,8, 9 and level for a minimum of 10 seconds. in Figure 1. Installation must be in accordance with ACI 318-11 D.9.1 and D.9.2. Anchor locations must comply 4.4.3 Periodic Special Inspection with this report and the plans and specifications approved Periodic special Inspection must be performed where by the building official. Installation of the SET-XP Epoxy required in accordance with Sections 1704.4 and 1704.15 Adhesive Anchor System must conform to the of the 2009 IBC or Section 1704.13 of the 2006 IBC and manufacturer's printed installation instructions Included in this report. The special inspector must be on the jobsite each package unit and as described In Figure 1. initially during anchor Installation to verify anchor type, The nozzles, brushes, dispensing tools and adhesive anchor dimensions, concrete type, concrete compressive retaining caps listed in Tables 7 and 8, supplied by the strength, adhesive identification and expiration date, hole manufacturer, must be used along with the adhesive dimensions, hole cleaning procedures, anchor spacing, 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. Overhead and printed installation instructions. upwardly inclined applications are limited to use with the The special inspector must verify the initial Installations 3/&, '/Z_, 6/8-, and 3/4_Inch-diameter (9.5, 12.7, 15.9, and of each type and size of adhesive anchor by construction 19.1 mm)threaded rods and No. 3,4, 5,and 6 reinforcing personnel on site, Subsequent installations of the same bars. anchor type and size by the same construction personnel 4.4 Special Inspection: is permitted to be performed in the absence of the special Inspector. Any change In the anchor product being 4.4.1 General: installed or the personnel performing the installation must Installations may be made under continuous special require an initial inspection. For ongoing installations over inspection or periodic special inspection, as determined by an extended period, the special inspector must make the registered design professional. See Section 4.1.4 and regular Inspections to confirm correct handling and Tables 5A and 58 of this report for special inspection installation of the product. requirements, including strength reduction factors, 0, 4.5 Compliance with NSF/ANSI Standard 61: corresponding to the type of inspection provided. SET-XP Epoxy Adhesive Anchor Systems comply with Continuous special inspection of adhesive anchors requirements of NSF/ANSI Standard 61, as referenced in installed in horizontal or upwardly inclined orientations to Section 605 of the 2006 International Plumbing Code(IPC) resist sustained tension loads shall be performed In for products used in water distribution systems. SET-XP accordance with ACI 318 D.9.2.4. Epoxy Adhesive Anchor Systems may have a maximum Under the IBC, additional requirements as set forth in exposed surface area to volume ratio of 216 square inches Sections 1705, 1706, or 1707 must be observed, where per 1000 gallons (3785 L)of potable water and/or drinking applicable. water treatment chemicals. The focus of NSF/ANSI Standard 61 as It pertains to adhesive anchors is to ensure 4.4.2 Continuous Special Inspection that the contaminants or Impurities imparted from the Installations made under continuous special inspection adhesive products to the potable water do not exceed with an onsite proof loading program must be performed in acceptable levels. ESR-2508 I Most Widely Accepted and Trusted Page 5 of 16 5.0 CONDITION OF USE protected by approved fire-resistive materials, or The Simpson Strong-Tie SET-XP Epoxy Adhesive Anchor have been evaluated for resistance to fire exposure System described in this report is a suitable alternative to in accordance with recognized standards. what is specified in the codes listed in Section 1.0 of this • Anchors are used to support nonstructural report,subject to the following conditions: elements. 5.1 SET-XP epoxy adhesive anchors must be installed 5.14 Since an ICC-ES acceptance criteria for evaluating in accordance with the manufacturer's printed data to determine the performance of adhesive Installation Instructions as shown in Figure 1 of this anchors subjected to fatigue or shock loading is report. unavailable at this time, the use of these anchors 5.2 The anchors must be installed in cracked and under such conditions is beyond the scope of this uncracked normal-weight concrete having a specified report. compressive strength f'' = 2,500 psi to 8,500 psi 5.15 Use of zinc-plated carbon steel threaded rods or (17.2 MPa to 58.6 MPa). steel reinforcing bars is limited to dry, interior 5.3 The values of f'' used for calculation purposes must locations. not exceed 8,000 psi (55.1 MPa) for uncracked 5.16 Hot-dipped galvanized carbon steel threaded rods concrete. The value of f'c used for calculation with coating weights in accordance with ASTM A153 purposes must not exceed 2500 psi (17.2 MPa) for Class C and D, or stainless steel threaded rods, tension resistance in cracked concrete. are permitted for exterior exposure or damp 5.4 Anchors must be Installed in concrete base materials environments. In holes predrilled with carbide-tipped drill bits 5.17 Steel anchoring materials in contact with preservative- complying with ANSI B212.15-1994 in accordance treated and fire-retardant-treated wood must be with the instructions provided In Figure 1 of this zinc-coated steel or stainless steel. The minimum report. coating weights for zinc-coated steel must comply 5.5 Loads applied to the anchors must be adjusted in with ASTM A153. accordance with Section 1605.2 of the IBC for 5.18 Special inspection must be provided in accordance strength design and in accordance with Section with Section 4.4 of this report. Continuous special 1605.3 of the IBC for allowable stress design. inspection for anchors installed in horizontal or upwardly inclined orientations to resist sustained 5.6 SET XP epoxy adhesive anchors are recognized for use to resist short- and long-term loads, including tension 4.4 of must provided in accordance with Section wind and earthquake loads, subject to the conditions Sion 4..4 of this report. of this report. 5.19 Installation of anchors in horizontal or upwardly Inclined orientations to resist sustained tension loads 5.7 In structures assigned to Seismic Design Category C, D, E,or F under the IBC or IRC,anchor strength must shall be performed by personnel in ceorda by an applicable certification program in accordance with be adjusted In accordance with Section 4.1.11 of this ACI 318 D.9.2.2 or D.9.2.3. report 1 5.8 SET XP Epoxy Adhesive Anchors are permitted to be 5.20 SET-XP epoxy adhesive anchors may be used P Y P for floor (vertically down), wall (horizontal), and installed In concrete that Is cracked or that may be overhead applications. Overhead and upwardly expected to crack during the service life of the anchor, inclined applications are limited to use with the subject to the conditions of this report. 3/9-, '/2- 5/0- and 3/4-inch-diameter (9.5, 12.7, 15.9, 5.9 Strength design values shall be established in and 19.1 mm) threaded rods and No. 3, 4, 5, and 6 accordance with Section 4.1 of this report. reinforcing bars. 5.10 Allowable design values shall be established in 5.21 SET-XP epoxy adhesive is manufactured and accordance with Section 4.2 of this report. packaged Into cartridges by Simpson Strong-Tie 5.11 Minimum anchor spacing and edge distance, as well Company Inc., In Addison, Illinois, under a quality as minimum member thickness and critical edge control program with Inspections by ICC-ES. 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 February 2013. submitted to the code official. The calculations and 6.2 Data in accordance with NSF/ANSI Standard 61, details must be prepared by a registered design Drinking Water Systems Components-Health Effects, professional where required by the statutes of the for the SET-XP adhesive. jurisdiction in which the project is to be constructed. 7.0 IDENTIFICATION 5.13 Fire resistive construction: Anchors are not permitted 7.1 SET-XP Epoxy Adhesive Is Identified in the field by to support fire-resistive construction. Where not labels on the cartridge or packaging, bearing the otherwise prohibited in the code, SET XP epoxy company name (Simpson Strong-Tie Company, Inc.), adhesive anchors are permitted for Installation In product name (SET-XP), the batch number, the fire-resistive construction provided at least one of the expiration date, and the evaluation report number following conditions Is fulfilled: (ESR-2508). • Anchors are used to resist wind or seismic forces 7.2 Threaded rods, nuts, washers and deformed only. reinforcing bars are standard elements and must • Anchors that support gravity load-bearing conform to applicable national or international structural elements are within a fire-resistive specifications. envelope or a fire resistive membrane, are ESR-2508 I Most Widely Accepted and Trusted Page 6 of 16 TABLE 1-SET-XP EPDXY ADHESIVE ANCHOR INSTALLATION INFORMATION Nominal Rod Diameter d,(inch) Characteristic Symbol Units , 1/2 a - , I6 /2 /6 /4 /6 1 1 /4 Drill Bit Diameter d,,. in. 'I2 6/8 3/4 7/6 1 1'/6 13/6 Maximum Tightening Torque T,,, ft-lb 10 20 30 45 60 80 125 Permitted Embedment Depth Range he.„. In. 2'/8 2'/4 3'/6 31/2 33/4 4 5 Minimum/Maximum h.,.,,,.,, In. 7'/2 10 121/2 15 171/2 20 25 Minimum Concrete Thickness h„4„ in. h.r+5do Critical Edge Distance cK In. See Section 4.1.10 of this report. Minimum Edge Distance c . in. 13/4 23/4 Minimum Anchor Spacing s,, 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 - , 6 3 , /6 /2 /6 /4 /6 1 1 /4 Nominal Diameter d In. 0.375 0.5 0.625 0.75 0.875 1 1.25 Minimum Tensile Stress Area A„ in.2 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. ASTM A193,Grade B6(Type 410) 8580 15620 24860 36740 50820 66660 106590 Tension Resistance of Steel-Stainless Steel ASTM A193,Grade B8 and B8M 4445 8095 12880 19040 26335 34540 55235 (Types 304 and 316) Strength Reduction Factor for Tension 0.75 -Steel Failure' 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 Vu lb. -Stainless Steel ASTM A193,Grade B6 4290 9370 14910 22040 30490 40000 63955 (Type 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 A307,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 ov.»• - ASTM A193,Grade B6(Type 410) 0.69 0.82 0.75 0.75 0.75 0.83 0.72 Reduction for Seismic Shear-Stainless Steel ASTM A193,Grade B8 and B8M 0.69 0.82 0.75 0.75 0.75 0.83 0.72 (Types 304 and 316) _ Strength Reduction Factor for Shear 0.65 -Steel Failure' 1The tabulated value of 0 applies when the load combinations of Section 1605.2 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 318-11 D.4.4. ESR-2508 I Most Widely Accepted and Trusted Page 7 of 16 TABLE 3-STEEL DESIGN INFORMATION FOR REINFORCING BAR(REBAR) Bar Size Characteristic Symbol Units - #3 #4 #5 #6 #7 #8 #10 Nominal Diameter d In. 0.375 0.5 0.625 0.75 0.875 1 1.25 Minimum Tensile Stress Area A.. in.2 0.11 0.20 0.31 0.44 0.6 0.79 1.23 Tension Resistance of Steel-Rebar(ASTM A615 Gr.60) N. lb. 9900 18000 27900 39600_54000 71100 110700 Strength Reduction Factor for Tension-Steel Failure' 0 - 0.65 Minimum Shear Stress Area A. In? 0.11 0.20 0.31 0.44 0.6 0.79 1.23 Shear Resistance of Steel-Rebar(ASTM A615 Gr.60) V. lb. 4950 10800 16740 23760 32400 42660 66420 Reduction for Seismic Shear-Rebar(ASTM A615Gr.60) ay...e - 0.85 _ 0.88 0.84 0.84 0.77 0.77 0.59 Strength Reduction Factor for Shear-Steel Failure' d - 0.60 'The tabulated value of 0 applies when the load combinations of Section 1605.2 of the IBC,or ACI 318 Section 9.2 are used.If the load combinations of or ACI 318 Appendix C are used,the appropriate value of 0 must be determined In accordance with ACI 318-11 D.4.4. TABLE 4-CONCRETE BREAKOUT AND PRYOUT DESIGN INFORMATION FOR THREADED ROD/REBAR ANCHORS Nominal Rod/Rebar Diameter Characteristic Symbol Units 3 s s 1'/,or /s"or#3 /2"or#4 /4"or#5 /4"or#6 /s"or#7 1"or#8 #10 Nominal Diameter d in. 0.375 0.5 0.625 0.75 0.875 1 1.25 Permitted Embedment Depth Range Min. hem,. In. 2 3/4 23/4 31/4 31/2 33/4 4 5 /Max. ho, In. 71/1 10 121/2 15 171/2 20 25 Minimum Concrete Thickness h.,,. in. he+5d, Critical Edge Distance c44 In. See Section 4.1.10 of this report. Minimum Edge Distance col. in. 13/4 23/4 Minimum Anchor Spacing smx, in. 3 6 Effectiveness Factor for 17 Uncracked Concrete k`° Effectiveness Factor for 24 - Uncracked Concrete k`•°"" Strength Reduction Factor- Concrete Breakout Failure in Tension' - 0.65 Strength Reduction Factor-Concrete 4 - 0.70 Breakout Failure In Shear Strength Reduction Factor- Pryout Failure' 0 - 0.70 'The tabulated values of 0 applies when both the load combinations of Section 1605.2 of the IBC,or ACI 318 Section 9.2 are used and the requirements of ACl 318-11 D.4.3 for Condition B are met.If the load combinations of ACI 318 Appendix Care used,the appropriate value of 0 must be determined in accordance with ACI 318 D.4.4 for Condition B. ESR-2508 I Most Widely Accepted and Trusted Page 8 of 16 TABLE 5A-SET-XP EPDXY ADHESIVE ANCHOR THREADED ROD BOND STRENGTH DESIGN INFORMATION' Nominal Rod Diameter Condition Characteristic Symbol Units . , 6 - 3 7 - , /6 /zn /6. /,., /6. 1" 1 /. � Temperature Characteristic Bond Strength Tk.uncr psi 1510 2250 2075 1905 1730 1555 1205 Range 1 for Permitted Minimum h.cn,,, 2'/8 23/4 31/8 31/2 33/4 4 5 Uncracked Embedment Depth In. ' Concrete" Range Maximum h.,,",,, 7/2 10 121/2/2 15 17/2 20 25 Temperature Characteristic Bond Strength" Tkc, psi 1165 995 855 760 700 675 675 Range 1 for Permitted Minimum h.1,,„h 3 4 5 6 7 8 10 Cracked Embedment Depth in. Concrete Range Maximum he,,,,. /2 10 12/2 15 17/2 20 25 Temperature Characteristic Bond Strength sk,uncr psi 780 1160 1070 980 895 800 625 Range 2 for Permitted Minimum h.1,,,,, 2'/8 23/4 31/8 31/2 33/4 4 5 Uncracked Embedment Depth in. , Concrete234 Range Maximum he, 7/2 10 121/2 15 171/2 20 25 Temperature Characteristic Bond Strength" Tr,cr psi 600 515 440 390 360 350 350 Range 2 for Permitted Minimum h.u.i 3 4 5 6 7 8 10 Cracked 34 Embedment Depth In. , Concrete Range Maximum ho,„ 7/2 10 12/2 15 17/2 20 25 Strength Reduction Factor- 0.65 Dry Concrete �ry•u Continuous Strength Reduction Factor- 0.45 Inspection Water-saturated Concrete O°a`° Additional Factor-Water- K.`c 0.57 saturated Concrete Strength Reduction Factor- 0.55 Dry Concrete 47.P1 Periodic Strength Reduction Factor- 0.45 Inspection Water-saturated Concrete "41 .a Additional Factor-Water- K„,,„, 0.48 saturated 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. 'For 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 a ,,.,,=0.80. 'As detailed In Section 4.1.11 of this report,bond strength values for 1"anchors must be multiplied by aN,,",=0.92. 'The anchors may be used for floor(vertically down),wall(horizontal),and overhead applications.Overhead and upwardly inclined applications are limited to use with the'/8-,'/r,6/8-,and 3/4-inch-diameter(9.5,12.7,15.9,and 19.1 mm)threaded rods and No.3,4,5,and 6 reinforcing bars. ESR-2508 I Most Widely Accepted and Trusted Page 9 of 16 TABLE 5B—SET-XP EPDXY ADHESIVE ANCHOR REBAR BOND STRENGTH DESIGN INFORMATION' Nominal Rebar Diameter Condition Characteristic Symbol Units - #3 #4 #5 #6 #7 #8 #10 Temperature Characteristic Bond Strength tk.una psi 1770 1715 1665 1610 1560 1505 1400 Range 1 for Permitted Embedment Minimum hdmn 2'/, 23/4 31/, 31/2 33/4 4 5 Uncracked in. Concrete" Depth Range Maximum h.r,.0 71/2 10 121/2 15 171/2 20 25 Temperature Characteristic Bond Strength" tk.c, psi 1055 995 855 760 700 675 675 Range 1 for Cracked Permitted Embedment Minimum h.,,m. 3 4 5 6 7 8 10 Concrete'' Depth Range Maximum h.0„,„„ n 7 1/2 10 121/2 15 171/2 20 25 i Temperature Characteristic Bond Strength tk,u,°r psi 915 885 860 830 805 775 725 . Range 2 for Minimum h.rmr 23/8 23/4 31/, 31/2 3314 4 5 Uncracked Permitted Embedment in Concrete2'3'4 Depth Range Maximum hem., 7 1/2 10 121/2 15 171/2 20 25 j • Temperature Characteristic Bond Strength" Th., psi 545 515 440 390 360 350 350 • Range 2 for Minimum h.rmh 3 4 5 6 7 8 10 Cracked Permitted Embedment in. Concrete"' Depth Range Maximum her,. 71/2 10 121/2 15 171/2 20 25 Strength Reduction Factor-Dry Concrete 4,r.0 0.65 Continuous Strength Reduction Factor-Water- Continuous 0.45 Inspection saturated Concrete Additional Factor-Water-saturated 0.57 Concrete k4.1..1 Strength Reduction Factor-Dry Concrete ot„y,, 0.55 Strength Reduction Factor-Water- 0.45 Periodic Inspection saturated Concrete Ot"°' Additional Factor-Water-saturated 0.48 Concrete K °' '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. 'For 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....=0.80. °As detailed in Section 4.1.11 of this report,bond strength values for#8 rebar anchors must be multiplied by 0N,,.,,=0.92. 'The anchors may be used for floor(vertically down),wall(horizontal),and overhead applications.Overhead and upwardly Inclined applications are limited to use with the'/,-,1/2-, and and 3/4-Inch-diameter(9.5,12.7,15.9,and 19.1 mm)threaded rods and No.3,4,5,and 6 reinforcing bars. ESR-2508 I Most Widely Accepted and Trusted Page 10 of 16 TABLE 6—EXAMPLE SET-XP EPDXY ADHESIVE ANCHOR ALLOWABLE STRESS DESIGN TENSION VALUES FOR ILLUSTRATIVE PURPOSES Nominal Anchor Drill Bit Effective Allowable Diameter,d, Diameter,db.i. Embedment Tension Load, (inches) (Inches) Depth,h.f 0 Nda (Inches) (lbs) 3/4 1/2 2'/a 1929 1/2 5/a 23/4 2405 3/, 3/4 31/a 2910 3/4 3/a 31/2 3450 716 1 33/4 3825 1 11/a 4 4215" 11/4 1'/a 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= 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=1.20+1.6L=1.2(0.3)+1.6(0.7)=1.48 13.Normal weight concrete:f',.2500 psi 14.c.,= 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,h.,=4" Step 1:Calculate Static Steel Strength In Tension per ACI 318 Section D.5.1=¢4,N„=0.75 x 75,750=56,810 lbs. Step 2:Calculate Static Concrete Breakout Strength In Tension per ACI 318 Section D.5.2=4bNu,=0.65 x 9,600=6,240 lbs. Step 3:Calculate Static Bond Strength in Tension per ACI 318-11 Section D.5.5=54yN,=0.65 x 19,540=12,700 lbs. Step 4:The controlling value(from Steps 1,2 and 3 above)per ACI 318-11 Section D.4.1=QAJ,,=6,2401bs. Step 5:Divide the controlling value by the conversion factor a per Section 4.2.1 of this report: Trowmie.�so= ON,f/a=6,240/1.48=4,215 lbs. TABLE 7—INSTALLATION DETAILS FOR THREADED ROD ANCHORS Anchor Drill Bit Diameter Diameterl'2 Brush Part Nozzle Part Dispensing Tool Adhesive Retaining (In) (in) Number Number Part Number Cap Part Number' ETB6 ARC37-RP25 1/2 a/j ETB6 ARC50-RP25 ale 3/4 ETB6 ARC62-RP25 3l4 rla ETB6 EMN22i CDT10,EDT22B,EDT22AP, ARC75-RP25 EDT22CKT,EDT56AP 7/s 1 ETB10 ARC87-RP25 1 11/, ETB10 ARC100-RP25 11/4 13/e 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 11 of 16 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' #3 1/2 ETB6 ARC37-RP25 #4 e/e ETB6 ARC50-RP25 #5 3/4 ETB6 ARC62-RP25 #6 r/e ETB6 EMN22i CDT10,EDT228,EDT22AP, ARC75-RP25 EDT22CKT,EDT56AP #7 1 ETB10 ARC87-RP25 _ #8 114 _ ETB10 ARC100-RP25 #10 134 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. TABLE 9—CURE SCHEDULE' Concrete Temperature Gel Time Cure Time' (CF) (.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 5/s)+32. 'For water-saturated concrete,the cure times should be doubled. ESR-2508 I Most Widely Accepted and Trusted Page 12 of 16 0 ROLE PREPARATION For horizontal,vertical and overhead applications. >, 4 4 �;t . seconds =4cycles �,�" seconds '-t, 1; j•,, �,— (min.) c+'t,'�'r-:(min.) ,,. r, (min.) �:1•'N• • 'I:. ~•, - e•:•"t ., �i,. I w 11 a Oda a 80 a ss a i 80 iv•::t•:, ..:l,•:• potato. �' =t.• •",•:.:t•;• psImia. 1.Drill-Drill hole to 2.Blow-Remove dust from hole 3.Brush-Clean with a nylon brush 4.Blow-Reprove dust from hole specified diameter with oll-free compressed alr for a minimum of 4 cyder. with oil-tree compressed air and depth for a minimum of 4 seconds. Brush MUST reach the bottom for a minimum of 4 seconds. Compressed air nozzle MUS I of the hale.Brush should Compressed air nozzle MUST read,the bottom of the hole, provide resistance to insertion reach the bottom of the hale. If no resistance Is felt,tie brush NoteI)lalsrba Tablas Amidtletpropendrilbitsizeandbrushpartmolar!lrot11andntxlbasrepro ni, © CARTRIDGE PREPARATION IA 1.Cheek-Check cartridge 2.Open-Open expiration data.Do eel cartridge per = r`�,vs U10 aspired product. padragc Product is usable Instruntus. �1 . . . until end of printed 3.Attach-Allach proper 4.Insert-Insert cartridge 5.Dispense-Dispense adhesive expiration month. Simpson Strung-Rea Into dispensing tool. to the shin Mb]properly nozzle to cartridge. mixed(uniform color). Do riot modify nozzle. Note:Review MSDS prior to use.Refer to tables A and()for proper nozzle and dispensing tool pad number.Refer to Tables C and E for proper adhesive storage temperatures,permitted omcrete temperature range and adhesive gel times. © FIWNG THE HOLE: Vertical Anchorage Prepare the hole per Instructions"Hole Preparation". Dry and Damp Hobos: 1.Fill-flit hole Y-i, 2.Insert-hired 3.Da not disturb- �Qq lull,starting from pie • clean,oil free Do not disturb, bottom to prevent air i anchor(,narked load or torque r podwfs.Wltlydravr . p with tine required , anchor until s. `z nozzle as hole thin :a:r embe lm rat a, ,:::.1..1::•.: IrAy rural. ,e a o�, up.Nozzle extensions .A.-1:u anchor turning .,D; may be needed for elowfy ur61 the �. rs'`a devrp roles. :� ' anchoreontacts ;:�.i ;v. (act a..:�..t the bottom of J• e: • Ow hole. Threaded rod orteoar Note:Rotor to Table C for proper gel limes and cure limes and Table D tor maximum tightening lorgre. © FIWNG THE HOLE: Horizontal and Overhead Anchorage Prepare the hole per Instructions"Hole Preparation". 4,0;:y. Threaded , Threaded s'et fit{ Pf,, .; w $ " i. •.: rod or it Fr:1,e rod or I-eh I• aa. „ rebar robin 1.Install-Instal Simpson 2.Fill-Fill hole 1/2•1,full,starling 3.Insert-Insert clean,ell free anchor 4.Do not disturb-Do neldIMMb, Strong-Ilea ARC adhesive from the bottom to prevent air (marked with the required embed- load or torque anchotEM ilily retaining cap.(ARC podcets.Withdraw nozzle as merit dyes),fuming slowly until cured.For overhead hilliiiimi. required.Refer to Tables hole Ills up.Nozzle extensions Ye anthr con rads the bottom of Be anchor most be ase esi}Ras A and B.) may be needed for deep holes lull .There should be no gaps movement during the cure tme bNwlilt a anchor and Ile sides (e.g.wedges or other restraint etIBRMA. methods). Note:Refer to Table C for proper gel times and curie limes and'Table D lot maximum IgNitmitg torgne. FIGURE 1—INSTALLATION DETAILS ESR-2508 I Most Widely Accepted and Trusted Page 13 of 16 Table A-Installation Details for Threaded Rod Anchors Anchor Drill Bit= Brush Part Nozzle Pad Dispensing Tool Adhesive Retaining Diameter Diameter Number Number Part Number Cap Parl Number' (in) (h) V. 15 ET116 ARC37-14P25 _ A % UN ARC50-RP25 ys tE PIM CDTIO,ED122B, A11062-11P25 Y % .111111 EI./� EDT2IAP,EDT56AP ARC75•RP25 P ARCB7-RP25 ET, '7. I 10 EDT56A � 1 111 ITB10 ARC100-11P25 11/4 1% IT112 ARC125-RP25 t.Rosary Hammer mid be Ned bMd hiss. 2 Due bits must mad I11elaipiwerM M 7111161 1:121215. 2 AdtlosWo Retaining Cape we le be nod for Manta'and overhead anchor tulala0ons any Table B-Installation Details for Reinforcing Bar Anchors Anchor Drill Bit rx Brush Part n Noe Pad Dispensing Tool Adhesive Retaining Diameter Diameter Number Number Pad Number Cap Part Number' (in) (in) /3 / ETB6 M1C37 RP25 /4 Y ETB6 ARC50-RP25 #5 ''A ETD6 CDTIO,EDT226, ARC62•RPZ5 #6 % ETB8 EMN221 EDT22AP, ARC75 RP25 EDT22CKT, #7 1 81810 ED156AP ARC87-RP25 #8 I/s ETB10 _ARC100-RP26 #10 11/4 ET812 ARC125-RP25 1.Rotary Hemmer must bo used to dri all Isles. 2 Drit bis must meet ale requirements or ANSI 8212.15 3 A/Insure Retaining Laps are la be ewe tor hatraNal ane overloud anchor enaWbau only Table D-Anchor Tightening Torque,Embedment Depth and Placement Details Anchor Min,Emb. Max,Emb. Min.Anchor Min.Edge Min.Concrete Diameter Tightening Torque Depth Depth Spacing Distance Thickness (in) T,.. Ira.. h,,.., /.r. c... h.,. (ft-lb) (in) (in) (In) (in) (in) 1/4 10 2l's 71/2 Yo 20 0 214 10 ys 30 31/4 121/2 e/, 45 Sys 15 3 1% I4.+5d, 60 31/4 171/4 1 80 4 20 PA 125 5 25 6 21/4 Table C-Cure Schedule Table E-Storage Information Concrete Temperature GelTime Core Time' Storage Temperature Shell Lilo ('F) CC) (minutes) (hours) (-) (•C) (months) 50 10 75 72 45 to 90 710 32 14 70 21 45 24 BO 32 35 24 110 43 20 24 I Fee water-saturated concrete,the cm.limos should be doubted FIGURE 1—INSTALLATION DETAILS(Continued) • ESR-2508 I Most Widely Accepted and Trusted Page 14 of 16 I.•••r. Delemine II a single Y:"diameter ASTM A193 Grade 67 anchor rod in mob. SET-XP'N epoxy adhesive with a minimum 46'embedment(hot=4'14) •Installed 1W from lire edge of a IT deep spandrel beam Is adequate fora ' �•• !! . 4 ` strength level tandem load of 1,040 lb.for wind and a reversible strength level shear load 01440 lb.for wind.The anchor wil be In the tension - ;• r zone,away from other anthers br fc=3,000 psi normal-weight concrete =S• .'ti (dry).The anchor will be sub)cted to a maximum short-term temperature ! .r of 1107 and a maximum longterm temperature of 75.F.Continuous 114.- I • • Inspection will be prodded. • 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: AOl318,911 under tension loading: D.5.2 Ni„,.LOW.1.0 x 1,040=1,0401 b. /Nd a Nua i9Mr Att.f V ua- 0W=1.0x440=440lb. A Nob- Wee leVc.NWcp,N Nb f9•(o-4) 2.Design Considerations: D,f.l,1 where: lids Is a combined tension&shear interaction NI'keae47 hq's fq,(0-6) problem where values frit bold/Nn and 4V,,need Substituting: lu be determined.041,11•1 Inset of the design tension strengtia ealroNsd by steel(ONsa), I Ncb=1 A Wed.N 'c.O'er)?kcaachar'r concrete breakout(4N y),or adhesive(4Na). 'wee /VRI$the lesser 01 the design shear strength controlled by:steel(4 Vs),connote breakout where: (4 Ve1,),or pryoul(445). ke-kcr-17 Table 4 (Anchor fs installer.'In a tension zone,therefore, 3.Steel eapacily under tension loading: 0.5.1 cracking is assumed of service loads) 4NSa a Nua Table D.4.1.1 I .t d•1.0(Normal-DeOt carfare) 8.6.1 d 0.3.6 WnyN•1.0 0.5.2.7 N =17,70010. Tablet 41,01=0.7+0.3 comer when < 0-16 0=0.75 Table 2 1.511,1 a,rmn 6N Eq.( ) Calcria0ng for+Nsa: by observation,ca,narr<1.5hex ONsa•0.75 x 17,750=13,313 lb.>1,040 lb.-OK 1.75 Wad,N=0.7.0.3 =0.70 1.5(4.5) Yen=1.0 0.5.2.6 (assuming cracking at service lads) 4.0.05for Condition B Tabk4 (no supplementary reinforcement provkied) Ohex' Fq.(0-5) =9(45)' =102.25 in.' not•(cal r 1.5her)(2 x 1.6140 Fig.RD.5.2.1(a) _(1.75 a 1.6(4.5))(2 x 1.5(4.5)) e 114.75 In' Aar 114.75=0.60 Ak;182.26 Calculating Inc 4N,: /N,y-0.65a0.63x1.0x0.78xlx17xIx 43,000 x(4,5), =2,039 lb.>1,040 lb.-OK FIGURE 2—EXAMPLE CALCUATION ESR-2508 I Most Widely Accepted and Trusted Page 15 of 16 CALCULATIONS AND DISCUSSION REFERENCE CALCULATIONS AND DISCUSSION REFERENCE 5.Adhesive anchor capacity under tension loading: 0.5.5 8.Concrete breakout capacity under shear loaring: 0.6.2 0N4 a Ne, Table 0.4.f.1 0 V102 Vu, Table 0.4.1.1 Na=Am Wea,Nag'cp.NaNaa Eq.(0-18) y Ave W W W V Eq.(D 3� Anw a,=- °w,v c,v qv u Ave N,,=L,te,rrd,her=1a1195xaa0.5x4.5=7,03315. Eq.(D-22) *kW rr l l cue=1Cbl 1,100 Eq.(D-29 VA.C7\d/02�/Aa (calf Eq.(0-3.1) a ca.=10(0.5) 1,100=7.15 1n sub,ituNng: r }°' Ave°=(2cla,)2=(2 x7.15f=204.49 In.' Eq.(0-210) 4VcA=O Ave Wed,vWFVWe,v�7\d! i)xs fcar)es AN,.(car•cn ,)4(24 _(1.75 4-7.15)(14.3)=127.27 In.1 FIg.13.0.5.5.1 where: ea. �n'n 0=0.70 for Condition 6 W,a,,y,_(0.1 a 0.3 a 9)5 1.0 Since ckmn<eA, Eq.(025) (no supplementary reinforcement provided) Table 4 c aua 1.75 Atte=4.5c,11 Eq.(0-32) W„•N,_(0.7°0.3-V)_(0.7a 0.37.15)=0.77 .4.5(1.75} W 1.0 0.5.5.5 A .13.781n? e.fro= 0=0.65 for dry concrete Tables Ave.2(1.5ci1XISc,r) Fig.130.6.2.1(a) •2(1.5(1.75)X I.5(I.75)) cakmlatirrg foe 1N,: :.Ayc=13.70 In' 27 ON,=0.65x 127. x0.71x1x7,033=2,1911b.>1,04016.-OK Aye 13_78=1 204.40 4vca 13.78 6.Check all tailors modes under tension loading. 0.4.1.1 ha.121n. Summary: WA.y=1.0 since ha>I.5c,1 06.28 Steel capacity = 13,313 lb. W Wien*:breakout capacity=2,83915. ed,v=1.0 since c,p>1.5,1 Eq.(D-37) Adhesive capacity =2,191 lb.■-Controls Wcy=1.0 0.6.2.7 ON,=2,191 lb.es adhesive capacity controls (assuming cracking at service loads) A,_2=1.0(Normal-rveight concrete) 8.6.1&D.3.6 7.Steel capacity under shear loading: DA d,=0.5 In. 0V„z Vu, DM0I.4f.1 4=840=8(0.5)=4in. D.6.22 V„=10,650 b. obit 4-0.65 131.51 c,1=1.751n. I4 02 Calcdallny tor+Vs,: OVck_0.70xta1xixlxlxl0.5 x 05x1 0 Vs,=0.65 x 10,650-6,9231 b.>440 lb.-OK x V7,(3700 x(1.75)"`=666 Ib.>440lb.-OK 9.Concrete pryout capacity 0.6.3 V c p=min[kej,N,:k pN, ] Eq.(0 40) kcp=2.0 kr hrrz 2.s' II,.9,371 lb.from adhesive-opacity calculation without 0 factor N,-y=4,368 lb.horn concrete-breakout calculation vhhout 0 hula Vep=(2.0)(3,371)=6,74215.controls •=0.7 Table 4 *Vcp=(0.7)(6,742)•4,719 lb.>440 lb.-OK FIGURE 2-EXAMPLE CALCULATION(Continued) ESR-2508 I Most Widely Accepted and Trusted Page 16 of 16 CALCULATIONS AND DISCUSSION REFERENCE 10.Check all failure modes under shear loading 0.4.1 1 Summary Steel capacity =6,923 lb. Concrete breakout capacity 666 lb.a Controls Pryout capacity =4,719 lb. OVA=666 lb.as concrete breakout capacity controls 11.Check Interaction 01 tension and shear forces: 0.7 If Vw/(+V0)s 0.2 then the lull tension design strength Is permitted. 0.7.1 By observation,this Is not the case. II /(ON5)s 0.2,Manilla Tull shear design strength Is permitted 0.7.2 • By observation,this Is not the case. Therefore: Nw + Vm s12 112.1040 +Nn +Vn 1'040+M0 X0.48+0.66=1.14<12-OK 2.191 666 12.Seminary A single 9?diameter ASTM A193 Grade B7 anchor rod In CET-XP" epoxy adhesive ate 4V'embedment depth Is adequate to resist the applied strength level tension and shear wind loads of 1,040 lb.end 440 lb.,respectively. FIGURE 2—EXAMPLE CALCULATION(Continued) SJT-XP® Structural Epoxy-Tie Anchoring Adhesive -Anchor Systems— Simpson Stron... Page 1 of 3 • SIMPSON www.strongtie.com >>time>Products>Anchor Systems>Adhesives Information on tas page has been updated since the printing of the C-SAS-2012 catalog. To view the specific changes made to this page in detail,visit the Catalog Chanties and Corrections page. SCI -XP® High-Strength Anchoring Adhesive for Cracked and Uncracked Concrete SET-XP®is a 1:1 two-component,high-solids,epoxy-based anchoring adhesive formulated for optimum performance in CODE LISTED FOR i1r1 both cracked and uncracked concrete.SET-XP®adhesive CRACKED CONCRETE D(kaded has been rigorously tested in accordance with ICC-ES AC308 and 2009 IBC requirements and has proven to offer increased Read more about Cracked Concrete reliability in the most adverse conditions,including Free Software: performance in cracked concrete under static and seismic ^Anchor DesianernM Software loading.SET-XP®adhesive is teal in color in order to be identified as a high-performance adhesive for adverse Adhesive Cartridge Estimator conditions.Resin and hardener are dispensed and mixed - simultaneously through the mixing nozzle.SET-XP®adhesive SET-XP® exceeds the ASTM C881 specification for Type I and Type IV, CODE LISTED Grade 3,Class C epoxy. 1C2-ES ESR-2508(Cracked and Uncracked Concrete) JAPMO UES ER-265(Masonry) GALLERY:rot over images below to se.larger Image SET-XP®10 SET-XP®22 SET-SP®56 remit EMN22i EDT22S USES When SET-XP®adhesive is used with all threaded rod or rebar, LINKS: the system can be used in tension and seismic zones where there is a risk of cracks occurring that pass through the anchor location. • Supplemental Topics for Adhesive Anchors It is also suitable for uncracked concrete conditions. • Estimating Guide • Limited Warranty Information CODE REPORTS • Tension and Shear Data • Load Adiustment Factors • UPDATED JCC-ES ESR-2508(PDF)(for cracked and uncracked • Documents: concrete) • Anchor Catalog section(PDF) • NEW product Submittal Generator • NEW JAPMO UES ER-265(PDF)(for masonry) • Allowable Loads in Uncracked Concrete Technical Bulletin • UPDATED City of Los Anodes RR25744(PDF)(for cracked and (PDFl uncracked concrete) • Material Safety Data Sheet(PDF) • Material Safety Data Sheet en Espanol(PDF) • UPDATED City of Los Angeles RR25965(PDF)(for masonry) • Material Safety Data Sheet en Francais(PDF) • Florida Statewide Product Approval FL 15730.6 • Free Software: • NSF/ANSI Standard 61 1216ine/1000 asp(PDF) • Online Adhesive Cartridae Estimator el as The load tables list values based upon results from the most ▪ Anchor Desionertu Software recent testing and may not reflect those in current code reports. Where code Jurisdictions apply,consult the current reports for applicable load values. ACCESSORIES http://www.strongtie.com/products/anchorsystems/adhesives/setxp/ 2/24/2014 1 SET-XP® Structural Epoxy-Tie Anchoring Adhesive - Anchor Systems— Simpson Stron... Page 2 of 3 APPLICATION • Dispensing Tools • Mixing Nozzles Surfaces to receive epoxy must be clean.The base-material • Hole Cleaning Brushes temperature must be 50°For above at the time of installation.For best results,material should be 70-80°F at the time of application. SUGGESTED SPECIFICATION Cartridges should not be immersed in water to facilitate warming.To warm cold material,the cartridges should be stored in a warm, Anchoring adhesive shall be a two-component high-solids,epoxy- uniformly-heated area or storage container for a sufficient time to based system supplied in manufacturer's standard cartridge and allow epoxy to warm completely.Mixed material in nozzle can harden dispensed through a staticmixing nozzle supplied by the in 5-7 minutes at a temperature of 40°F or above. manufacturer.The adhesive anchor shall have been tested and qualified for performance in cracked and uncracked concrete per TEST CRITERIA ICC-ES AC308.Adhesive shall be SET-XPOO adhesive from Simpson Strong-Tie,Pleasanton,CA.Anchors shall be installed per Simpson Anchors installed with SET-XP®adhesive have been tested in Strong-Tie instructions for SET-XP epoxy adhesive. accordance with ICC-ES's Acceptance Criteria for Post-Installed Adhesive Anchors in Masonry Elements(AC58)and Adhesive DESIGN EXAMPLE Anchors in Concrete Elements(AC308)for the following: See Traditional ASD and ICC-ES AC308 example calculations. • Seismic and wind loading in cracked and uncracked concrete and uncracked masonry INSTALLATION • Static tension and shear loading • Horizontal and overhead installations IMPORTANT For installation instructions,click here. • Long-term creep at elevated temperatures • Static loading at elevated temperatures • Damp holes SHELF LIFE • Freeze-thaw conditions • Critical and minimum edge distance and spacing 24 months from date of manufacture in unopened sideby-side cartridge. PROPERTY TEST METHOD RESULTS STORAGE CONDITIONS Consistency ASTM 0881 Passed,non-sag Glass transition temperature ASTM El 356 155°F(68°C) For best results,store between 45-90°F.To store partially used Bond strength(moist cure) ASTM C882 3,742 psi at 2 cartridges,leave hardened nozzle in place.To re-use,attach new days nozzle. Water absorption ASTM D570 0.10% Compressive yield strength ASTM D695 14,830 psi COLOR Compressive modulus ASTM D695 644,000 psi Resin—white,hardener—black-green.When properly mixed,SET-XP Gel time ASTM C881 49 minutes adhesive will be a uniform teal color. Cure Schedule CLEAN UP Base Material - - Temperature Gel Time Cure Time Uncured material-Wipe up with cotton cloths.If desired,scrub area (mins.) Ours.) with abrasive,waterbased cleaner and flush with water.If approved, 50 10 75 72 solvents such as ketones(MEK,acetone,etc.),lacquer thinner or 60 16 60 48 adhesive remover can be used.DO NOT USE SOLVENTS TO CLEAN 70 21 45 24 ADHESIVE FROM SKIN.Take appropriate precautions when handling 90 32 35 24 flammable solvents.Solvents may damage surfaces to which they are 110 43 20 24 applied.Cured Material-chip or grind off surface. For water-saturated concrete,the cure times are doubled. CHEMICAL RESISTANCE Very good to excellent against distilled water,in-organic acids and alkalis.Fair to good against organic acids and alkalis,and many organic solvents.Poor against ketones.For more detailed information.contact Simpson Strong-Tie. SET-XP Cartridge System Capaciy Model Na. mums Cartrlde Canoe DIspeesleq Mixln6 (cubic Type Quetiy toel(s) Neale Indies) SET•XPIO 8.5(16.2) single 12 CDT1OS EDT22S SET-XP22 22(39.7) side-by-side 10 EDTA22P EMN22i EDT22CKT SET-XP56 56(101.1) side-by-side 6 EDTA56P 1. rid.- - m.ti.n. i.- are available. 2. Detailed information on dispensing tools,mixing nozzles and other adhesive accessories is available. http://www.strongtie.com/products/anchorsystems/adhesives/setxp/ 2/24/2014 SI;,T-XP® Structural Epoxy-Tie Anchoring Adhesive - Anchor Systems— Simpson Stron... Page 3 of 3 • 3. Use only appropriate Simpson Strong-Tie mixing nozzle in accordance with Simpson Strong-Tie instructions.Modification or improper use of mixing nozzle may impair epoxy performance. SET-XP®Epoxy Anchor Installation Information and Additional Data for Threaded Rod and Reber in Normal-Weight Concrete, CherederistI Symbol Units Nominal AnchorDiamehr In.)/RebarSize %/SS I ¶4/14 I %/15 I %/K i 'r•la7 I 1/.8 11v./4110 Installation Information Drill Bit Diameter deoa n h 14 3'. r4 1 1'g 134 Maximum Tightening Torque Tra ft-lb 10 20 30 45 80 80 125 Permitted Embedment Depth Range' Minimum +kr n. 234 23. 314 314 33i 1 5 Maximum he in. 7!:5 10 12% 15 17% 20 25 Minimum Concrete Thickness hae, in. hn+5d0 Critical Edge Distance Cac in. Refer to Section 4.1.10 of 1CC-ES ESR-2508 Minimum Edge Distance Qa., 1% 2% Minimum Anchor Spacing sa,i, n. 3 6 1. The information presented in this table is to be used in conjunction with the design criteria of ICC-ES AC308. 2. Minimum and maximum embedment depths are are listed in accordance with ICC-ES AC308 requirements. tOD• Printed February 24,2014 from http://www.strongtie.com/products/anchorsystems/adhesiyesfset9/ 0 2014 Simpson Strong-Tie Company Inc. http://www.strongtie.com/products/anchorsystems/adhesives/setxp/ 2/24/2014