Styrene free Urethane hybrid adhesive

T E C H N I C A L D A T A S H E E T Styrene free Urethane hybrid adhesive

CONTENT PAGE Application in noncracked concrete Application in cracked concrete Post-installed rebar Application under Seismic loading Product description 3 Properties and benefits 3 Applications and intended use 4 Handling and storage 3 Reactivity 4 Application in concrete 5 Setting instruction 5 Cleaning 7 Setting parameter 8 Design values 9 Recommended loads 3 Fire resistance 5 Chemical resistance 6 NSF certificate acc. to NSF standard 6 Fire test report CONTACT MKT Fastening Gunnebo Drive Lonoke, AR 72086 (50) 676-2222 (800) 336-640 MKTfastening.com info@mktfastening.com 2

PRODUCT DESCRIPTION Liquid Roc 200 is a urethane hybrid adhesive that is styrene free and is available in a two component injection system for easy dispensing. This high performance adhesive may be dispensed using either manual, pneumatic or battery powered dispensers. It is specially designed for bonding threaded rod, rebar or internally threaded inserts into hardened concrete. Liquid Roc 200 can be installed into walls or even overhead, at temperatures as low as 4 F and in applications of up to 320 F in service. It is suitable for use in applications where chemical exposure is possible due to its high chemical resistance. PROPERTIES AND BENEFITS VOC ICC-ES approval according to AC308 in concrete, ESR-XXX Certified for drinking water applications acc. to NSF Standard 6 For heavy anchoring - doweling and post-installed rebar connection Fire resistance test report: pending Overhead application Suitable for attachment points with short edge distance and anchor spacing due to an anchoring free of expansion forces High chemical resistance Low odor High bending and compressive strength Cartridge can be reused up to the end of the shelf life by replacing the static mixer or resealing cartridge with the sealing cap APPLICATIONS EXAMPLES Suitable for fastening facades, roofs, wood construction, metal construction, metal profiles, columns, beams, consoles, railings, sanitary devices, cable trays, piping, post-installed rebar connection (reconstruction or reinforcement), etc. HANDLING AND STORAGE Storage: store in a cold and dark place, storage temperature: from 4 F up to 77 F Shelf life: 8 months 3

APPLICATIONS AND INTENDED USE Base material: cracked and non-cracked concrete, lightweight-concrete, porous-concrete, natural stone (Caution! natural stone, can discolor; shall be checked in advance) Anchor elements: Threaded rods (zinc plated or hot dipped and stainless steel), reinforcing bars, internal threaded inserts, profiled rod, steel section with undercuts (e.g. perforated section) Temperature range: 4 F up to 4 F installation temperature cartridge temperature min. 4 F; optimal 70 F -40 F to 320 F base material temperature after full curing ADHESIVE PROPERTIES Properties Test Method Result UV resistance Pass Water tightness DIN EN 2390-8 0 in Temperature stability 320 F Density 4.85 lb/gal Compressive strength DIN EN 96-7,690 psi Tensile strength DIN EN ISO 527-2 260 psi Flexural strength DIN EN 96-329 psi E modulus DIN EN ISO 527-2,203,500 psi Shrinkage DIN 52450 < 0.2% Hardness Shore D DIN EN ISO 868 97.6 Electrical resistance DIN IEC 93 7.2 x 3 Ω m Thermal conductivity DIN EN 993-5.06 W/m K Thermal heat capacity DIN EN 993-5,090J/kg K REACTIVITY Temperature of base material Gelling- and working time Full curing time in dry base material Full curing time in wet base material 23 F 50 Min. 5 hr hr 32 F 25 Min. 3-/2 hr 7 hr 4 F 5 Min. 2 hr 4 hr 50 F Min. hr 2 hr 70 F 6 Min. 40 Min. 80 Min. 86 F 3 Min. 30 Min. 60 Min. 95 F 2 Min. 30 Min. 60 Min. 4 F 2 Min. 30 Min. 60 Min. ) For installations in base material temperature between 4 F and 23 F the cartridge temperature must be conditioned to between 60 F and 77 F. 4

USAGE INSTRUCTIONS - CONCRETE. Hammer drill a hole into the base material to the diameter and embedment depth required by the selected anchor. MAC: Cleaning for hole diameter d 0 and hole depth h 0 d S (uncracked concrete only!) 2a. Starting from the bottom or the back of the drilled hole, blow the hole clean by a hand pump (see page 7) a minimum of four times 2b. Check the brush diameter (page 7). Brush the hole with an appropriate sized wire brush > d b, min (see page 7) a minimum of four times in a twisting motion. If the bottom of the drilled hole is not reached with the brush, a brush extension must be used. 2c. Finally blow the hole clean again with a hand pump a minimum of four times. CAC: Cleaning for all hole diameter in uncracked and cracked concrete 2a. Starting from the bottom or back of the hole, blow the hole clean with compressed air (min. 90 psi) a minimum of two times until return air stream is free of noticable dust. If the bottom of the drilled hole is not reached an extension must be used. 2b. Check the brush diameter (page 7). Brush the hole with an appropriate sized wire brush > d b,min (see page 7) a minimum of two times in a twisting motion. If the bottom of the drilled hole is not reached with the brush, a brush extension must be used. 2c. Finally blow the hole clean again with compressed air (min. 90 psi) a minimum of two times until return air stream is free of noticable dust. If the bottom of the drilled hole is not reached an extension must be used. After cleaning, the hole has to be protected against re-contamination in an appropriate way, until dispensing the adhesive in the hole. If necessary, the cleaning has to be repeated directly before dispensing the adhesive. In water-filled hole applications, the water must not be allowed to re-enter the hole. 5

3. Attach a static mixing nozzle to the cartridge and load the cartridge into the correct dispensing tool. After every working interruption longer than the recommended working time as well as for new cartridges, a new static-mixer shall be used. 4. Prior to inserting the anchor rod into the filled hole, the embedment depth shall be marked on the anchor rods. 5. Prior to dispensing into the anchor hole, squeeze out a minimum of three full strokes and discard non-uniformly mixed adhesive components until the adhesive shows a consistent grey color. 6. Starting from the bottom of the cleaned anchor hole fill the hole up to approximately two-thirds with adhesive. Slowly withdraw the static mixing nozzle as the hole is filled, avoid creating air pockets. For embedments deeper than 7-/2 an extension nozzle shall be used. For overhead and horizontal installation in holes bigger than /6 or deeper than a piston plug shall be used. Observe the gel/ working times given. 7. Push the threaded rod or reinforcing bar into the anchor hole while turning slightly to ensure positive distribution of the adhesive until the embedment depth is reached. The anchor should be free of dirt, grease, oil or other foreign material. 8. Be sure that the anchor is fully seated at the bottom of the hole and that excess adhesive is visible at the top of the hole. If these requirements are not maintained, the application has to be repeated. 9. Allow the adhesive to cure the specified time prior to applying any load or torque. Do not move or load the anchor until it is fully cured.. After full curing, the fastening can be completed with the max. torque by using a calibrated torque wrench. 6

CLEANING OF THE DRILL HOLE - CONCRETE Brush: Brush length: 3.5 in M6 thread for wood handle connection Blower Piston plug Threaded rod Rebar hole- Brush- Min. Brush- Piston plug (Inch) (Inch) (Inch) d b (Inch) d b,min (Inch) (Nr.) 3/8 7/6 0.528 0.458 - #3 /2 0.59 0.520 - /2 9/6 0.654 0.582 - #4 0.720 0.650 - /6 0.787 0.709 /6 #5 0.846 0.775 #6 0.976 0.905 #7.22.030 #8 -/8.252.60 -/8 -/4 #9-3/8.504.4-3/8 # -/2.630.535 -/2 7

SETTING PARAMETER - CONCRETE Anchor size 3/8 /2 - /4 kc,cr 7 kc,uncr 24 Min. edge distance cmin - - 2 2-3/8 2-/2 2-3-/4 Min. anchor spacing s min - 2-/2 3 3-4-/4 4-5- hef,min 2-3/8 2-3-/8 3-/2 3-/2 4 5 hef,max 7-/2 2-/2 5 7-/2 20 25 Effectiveness factor (cracked concrete) Effectiveness factor (uncracked concrete) Embedment depth (hammer drilled) hmin Anchor diameter da 3/8 /2 -/4 Drill diameter d0 7/6 9/6 /6 -/8-3/8 Tinst. [ft-lb] 5 33 60 5 25 65 280 Min. member thickness Installation torque Anchor size h ef + -/4 #3 #4 h ef + 2d0 #5 #6 #7 #8 #9 # kc,cr 7 kc,uncr 24 Min. edge distance cmin - - 2 2-3/8 2-/2 2-3 3-/4 Min. anchor spacing s min - 2-/2 3 3-4-/4 4-5-/4 5- hef,min 2-3/8 2-3-/8 3-/2 3-/2 4 4-/2 5 hef,max 7-/2 2-/2 5 7-/2 20 22-/2 25 hmin h ef + -/4 Anchor diameter da 3/8 /2 -/8 -/4 Drill diameter d0 /2 -/8-3/8 -/2 Tinst. [ft-lb] 5 33 60 25 65 220 280 Effectiveness factor (cracked concrete) Effectiveness factor (uncracked concrete) Embedment depth Min. member thickness Installation torque h ef + 2d 0 5 8

PERFORMANCE DATA - CONCRETE (THREADED ROD) ) TENSION LOADS - Design acc. to ACI 38- Appendix D Anchor size 3/8 /2 Nsa 4,495 8,230 3, Nsa 9,685 7,735 28,250 4,8 -/4 Steel failure Nominal strength tension as governed by steel strength, ASTM A36 Nominal strength tension as governed by steel strength, ASTM A93 Grade B7 f Reduction factor Nominal strength tension as governed by steel strength, ASTM F593 CW Stainless Nsa 57,7 75,7 2,35 0.75 7,750 4,90 22,600 28,430 39,245 5,485 82,370 f Reduction factor 9,400 26,780 35,30 56,2 0.65 Pullout and concrete cone failure Characteristic bond strength 3) in concrete 2500 psi 22 F/76 F ) 6 F/248 F ) 22 F/320 F ) cracked concrete τ k,uncr τ k,cr τ k,uncr τ k,cr τ k,uncr τ k,cr dry d 0.65 wet ws 0.55 uncracked concrete cracked concrete uncracked concrete cracked concrete uncracked concrete Strength reduction factor for permissible installation condition Embedment depth [psi] 2,600 2,45 2,260 2,40 2,055 2,000,990,040,040,,220,2,205,45 2,265 2,,970,865,785,740,730 905 905 965,060,055,050 995,630,55,420,345,290,255,250 650 655 695 760 760 755 720 3-/2 4 5 7-/2 20 25 hef,min 2-3/8 2-3-/8 3-/2 hef,max 7-/2 2-/2 5 0. (f c /2500) Increasing factor Concrete breakout Effectiveness factor (cracked concrete) Effectiveness factor (uncracked concrete) kc,cr kc,uncr Reduction factor Condition B 2) 7 24 0.65 Seismic Reduction factor for seismic tension α N,seis 0.95.00 The data in this table is evaluated according AC308- and ACI 355.4-. ) Long term temperature/ Short term temperature. Long term concrete temperatures are roughly constant over significant periods of time. Short term elevated temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. The tabulated values are provided for analysis and evaluation of existing conditions only. 2) Condition A requires supplemental reinforcement, while Condition B applies where supplemental reinforcement is not provided or where pullout or pryout governs, as set forth in ACI 38- D.4.3. The tabulated value of applies when the load combinations of Section 605.2 of the IBC, or ACI 38-9.2 are used. If the load combinations of ACI 38- Appendix C are used, the appropriate value of must be determined in accordance with ACI 38- D.4.4. 3) Characteristic bond strengths are for sustained loads including dead and live loads. 9

PERFORMANCE DATA - CONCRETE (THREADED ROD) SHEAR LOADS - Design acc. to ACI 38- Appendix D Anchor size 3/8 /2 6,065 -/4 Steel failure Nominal shear strength as governed by steel strength, ASTM A36 Nominal shear strength as governed by steel strength, ASTM A93 Grade B7 Vsa 2,695 4,940 7,860,640 Vsa 4,845,640 6,950 25,085 34,625 45,425 72,680 Reduction factor Reduction factor for seismic shear Nominal shear strength as governed by steel strength, ASTM F593 CW Stainless Vsa Reduction factor for seismic shear 33,725 0.65 Reduction factor 2,080 4,650 8,55 3,560 7,055 0.80 0.80 23,545 30,890 49,420 0.60 0.80 0.80 -/4 Concrete edge failure Effective length of anchor in shear loading le [Inch] Outside diameter of anchor da [Inch] 3/8 Reduction factor Condition B ) min (h ef ; 8d a ) /2 0.70 The data in this table is evaluated according AC308- and ACI 355.4. ) Condition A requires supplemental reinforcement, while Condition B applies where supplemental reinforcement is not provided or where pullout or pryout governs, as set forth in ACI 38-, D.4.3. The tabulated value of applies when the load combinations of Section 605.2 of the IBC, or ACI 38-, 9.2 are used. If the load combinations of ACI 38-, Appendix C are used, the appropriate value of must be determined in accordance with ACI 38-, D.4.4.

PERFORMANCE DATA - CONCRETE (REBAR) TENSION LOADS - Design acc. to ACI 38-, Appendix D Anchor size #3 #4 #5 #6 #7 #8 #9 # Steel failure Nominal tension strength as governed by steel strength, ASTM A65, Grade 60 Nsa 9,900 8,000 27,900 39,600 54,000 7, 90,000 4,300 Reduction factor Nominal tension strength as governed by steel strength, ASTM A706, Grade 60 0.65 Nsa 8,800 6,000 24,800 35,200 48,000 63,200 80,000,600 Reduction factor 0.75 Pullout and concrete cone failure Characteristic bond strength 3) in concrete 2500 psi 22 F/76 F ) 6 F/248 F ) ) 22 F/320 F Strength reduction uncracked conc. cracked conc. uncracked conc. cracked conc. uncracked conc. cracked conc. factor for permissible installation condition τ k,uncr τ k,cr τ k,uncr τ k,cr τ k,uncr τ k,cr 2,200 2, [psi] 2,030,970,920,85,055,30,70,75,55,40,65,95,830,765,75,670,635,65,580 945 95 980,05,020,005 995,0,380,35,270,235,205,80,55,40 680 660 705 735 735 725 75 730 d 0.65 wet ws 0.55 hef,min,845,090 dry Embedment depth,880 2-3/8 2- hef,max 7-/2 3-/8 3-/2 3-/2 4 4-/2 5 2-/2 5 7-/2 20 22-/2 25 (f c /2500)0, Increasing factor Concrete breakout Effectiveness factor (cracked concrete) kc,cr Effectiveness factor (uncracked concrete) kc,uncr Reduction factor Condition B 2) 7 24 0.65 Concrete breakout Reduction factor for seismic tension α N,seis 0.95.00 The data in this table is evaluated according AC308- and ACI 355.4-. ) Long term temperature/ Short term temperature. Long term concrete temperatures are roughly constant over significant periods of time. Short term elevated temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. The tabulated values are provided for analysis and evaluation of existing conditions only. 2) Condition A requires supplemental reinforcement, while Condition B applies where supplemental reinforcement is not provided or where pullout or pryout governs, as set forth in ACI 38-, D.4.3. The tabulated value of Φ applies when the load combinations of Section 605.2 of the IBC, or ACI 38-, 9.2 are used. If the load combinations of ACI 38-, Appendix C are used, the appropriate value Φ must be determined in accordance with ACI 38-, D.4.4. 3) Characteristic bond strengths are for sustained loads including dead and live loads.

PERFORMANCE DATA - CONCRETE (REBAR) SHEAR LOADS - Design acc. to ACI 38-, Appendix D, hammer and diamond drilled holes Anchor size #3 #4 #5 #6 #7 #8 #9 # Steel failure Nominal shear strength as governed by steel strength, ASTM A65, Grade 60 Vsa 5,940,800 6,740 23,760 32,400 42,660 54,000 68,580 Reduction factor 0.60 Reduction factor for seismic shear 0.70 Nominal shear strength as governed by steel strength, ASTM A706, Grade 60 Vsa 5,280 9,600 4,880 2,20 28,800 37,920 48,000 60,960 Reduction factor 0.65 Reduction factor for seismic shear 0.70 Concrete edge failure Effective length of anchor in shear loading le [Inch] Outside diameter of anchor da [Inch] Reduction factor Condition B ) min (hef; 8da ) 3/8 /2 -/8 -/4 0.70 The data in this table is evaluated according AC308- and ACI 355.4-. ) Condition A requires supplemental reinforcement, while Condition B applies where supplemental reinforce ment is not provided or where pullout or pryout governs, as set forth in ACI 38-, D.4.3. The tabulated value of applies when the load combinations of Section 605.2 of the IBC, or ACI 38-, 9.2 are used. If the load combinations of ACI 38-, Appendix C are used, the appropriate value of must be determined in accordance with ACI 38-, D.4.4. 2

ALLOWABLE LOADS - CONCRETE (THREADED ROD) The allowable loads are only valid for single anchor for an initial calculation, if the following conditions are valid: min spacing s 2 x cna min edge distance ca cac min thickness concrete h 2 x hef concrete compressive strength f c 2500 psi Static loads only. Allowable stress design conversion =.2D+.6L=.4 If the conditions are not fulfilled the loads must be calculated acc. to ACI 38-, Appendix D. α The safety factors are already included in the allowable loads. Anchor size 3/8 /2 -/4 2,087,99 2,087,733 2,087,244 3,82 3,43 3,82 2,970 3,82 2,50 6,087 4,42 6,087 4,399 6,087 3,68 9,007 6,540 9,007 6,540 9,007 5,440 2,434 8,930 2,434 8,930 2,434 7,760 6,3 2,840 6,3 2,840 6,3,02 20,326 4,398 20,326 4,398 20,326 4,398 2,294 2,294 2,294 2,294 2,294 2,294 5,404 5,404 5,404 5,404 5,404 5,404 7,459 7,459 7,459 7,459 7,459 7,459 9,787 9,787 9,787 9,787 9,787 9,787 5,658 5,658 5,658 5,658 5,658 5,658,647 9,35,647 8,850,872 7,766 6,076 2,563 6,076,874 4,599,428 2,090 7,367 2,090 6,426 20,79 4,44 27,995 9,996 26,470 8,907 23,243 6,602 Allowable tension load for all Steel strength 22 F/76 F ) 6 F/248 F ) 22 F/320 F ) N allowable,ucr N allowable,cr N allowable,ucr N allowable,cr N allowable,ucr N allowable,cr Allowable shear load for steel strength, ASTM A36 22 F/76 F ) 6 F/248 F ) 22 F/320 F ),25,25,25,25,25,25 Allowable shear load for steel strength, ASTM A93 Grade B7 22 F/76 F ) 6 F/248 F ) 22 F/320 F ) 2,249 2,249 2,249 2,249 2,249 2,249 4,940 4,73 4,940 4,456 4,940 3,9 7,870 6,009 7,870 5,688 6,986 4,990 Allowable shear load for steel strength, ASTM F593 CW Stainless 22 F/76 F ) 6 F/248 F ) 22 F/320 F ) Embedment depth Edge distance Anchor spacing hef cca s Na,993 5,8 7,309,09 3,239 2,80,993 5,8 7,309,09 3,239 9,996,993 5,8 7,309,09 3,239 2,80,993 5,8 7,309,09 3,239 8,907 5,8 5,8 5 -/8 9 7,309 7,309 6-/2 4-/8 -/2,09,09 8 7-/8 2 3,239 3,239 2-/8 3-/2 2,80 6,602 23-/4 6- [Inch] [Inch] [Inch],993,993 3-/2 4-/2 8-/4 -/4 5-7-3/8 ) Long term temperature/ Short term temperature. Long term concrete temperatures are roughly constant over significant periods of time. Short term elevated temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. The tabulated values are provided for analysis and evaluation of existing conditions only. 3

ALLOWABLE LOADS - CONCRETE (REBAR) The allowable loads are only valid for single anchor for an initial calculation, if the following conditions are valid: min edge distance ca cac min spacing s 2 x cna min thickness concrete h 2 x hef concrete compressive strength f c 2500 psi Static loads only. Allowable stress design conversion =.2D+.6L=.4 If the conditions are not fullfilled the loads must be calculated acc. to ACI 38-, Appendix D. The safety factors are already included in the allowable loads. α Anchor size #4 #3 #5 #6 #7 #8 #9 # Allowable tension load for all steel strength 22 F/76 F) N allowable,ucr 3,648 5,38 6,229 9,233 2,607 7,68 N allowable,cr 2,087 3,462 4,42 6,540 8,930 2,480 3,427 4,398 6 F/248 F ) N allowable,ucr 3,648 5,38 6,229 9,233 2,607 7,68 N allowable,cr,809 3,003 4,42 6,540 8,930 2,480 3,427 4,398 22 F/320 F ) N allowable,ucr 2,642 4,36 5,789 8,782 2,303 N allowable,cr,302 2,66 3,23 5,226 7,504,575 2,39 3,37 7,606 22,286 26,983 7,2 8,956 20,326 8,956 20,326 8,956 20,326 4,398 Allowable shear load for all steel strength 22 F/76 F ) Vallowable,ucr 2,45 4,457 6,909 9,806 2,45 4,456 6 F/248 F ) Vallowable,ucr 2,45 4,457 6,909 9,806 3,37 7,606 22,286 25,527 2,45 4,28 5,444 8,558,562 6,022 22 F/320 F ) Vallowable,ucr 2,45 4,457 6,68 9,806 3,37 7,606 2,002 22,403 2,238 3,695 4,772 7,505,47 4,063 5,00 6,002 Embedment depth h ef [Inch] 3-/2 4-/2 5 6-/2 Edge distance c ca [Inch] 7-9- - 3-6- 20-2-/2 22-3/8 Anchor spacing s Na [Inch] 5-/4 6-5,757 8-/2 9,046 2,226 6,943 8,093 9,273 8 -/2 3 7,54 4-/2 8,233 6 ) Long term temperature/ Short term temperature. Long term concrete temperatures are roughly constant over significant periods of time. Short term elevated temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. The tabulated values are provided for analysis and evaluation of existing conditions only. 4

FIRE RESISTANCE Fire resistance times in combination with threaded rods (3/8 to -/4 ) made of zinc plated steel, ASTM A36 or higher. The times below are valid for cracked and uncracked concrete. Fire resistance time in minutes 30 max F [lbf] 60 max F [lbf] 90 max F [lbf] 20 max F [lbf] Anchor size EMB. 3/8 3-/2 96 53 9 85 /2 4-/2 88 68 436 325 5 439 83 762 564 6-/2 206 548 89 804 8 2682 203 46 44 3304 2478 743 283 -/4 4547 3408 2397 762 The test anchors were exposed to the standard temperature-time curve (ETK). The fire resistances shown are valid for single anchors with an edge distance of more than ccr = 2 hef and a spacing s = 2 ccr = 4 hef. 5

CHEMICAL RESISTANCE Chemical Agent Acetic acid Acetone Ammonia, aqueous solution Benzyl Alcohol Chlorinated lime Concentration 5 Citric acid Chlorine water, swimming pool all Demineralized Water Diesel oil Ethanol Ethyl Acetate Formic acid Fuel Oil Gasoline (premium grade) Glycol (Ethylene glycol) Hydraulic fluid Hydrogen peroxide Isopropyl alcohol Linseed oil Lubricating oil Nitric acid Methanol Potassium Hydroxide ph 3.2 Salt (Calcium Chloride) Sea water, salty Sodium carbonate Sulfuric acid Not Resistant Lactic acid Phosphoric acid Resistant Results shown in the table are applicable to brief periods of chemical contact with full cured adhesive (e.g. temporary contact with adhesive during a spill). 6