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DISCLAIMER Any determination and/or reference made in these technical data sheets with respect to any specific commercial product, process or service by trade name, trademark, manufacturer or otherwise, shall be considered to be opinion. CanmetMINING makes no representation or warranty respecting the results arising therefrom, either expressly or implied by law or otherwise, including but not limited to implied warranties or conditions of merchantability or fitness for a particular purpose. The views and opinions of authors expressed herein do not necessarily state or reflect those of CanmetMINING and may not be used for advertising or product endorsement purposes.

CanmetMINING version: 2012-05-29 1

TECHNICAL INFORMATION DATA SHEETS BY

CHANTALE DOUCET AND BENOIT VOYZELLE

REVIEW COMPLETED MAY 29, 2012.

1.0 TESTING OF GROUND SUPPORT A summary of the most popular methods and devices currently used to test support tendons in the laboratory is shown in Figure 1, for both static and dynamic conditions. The simplest way to describe these methods and devices might be to classify these into direct and indirect methods, depending if the load is applied directly on the tendon or test specimen, as in the case of direct methods, or on the grouted or holding pipe, as in the case of indirect methods. Well-known references to describe and illustrate each test method are included in Figure 1. Intermediate test configurations and different loading mechanisms, e.g. loading at the face plate versus across a simulated joint for both static and dynamic testing, direct impact versus momentum transfer loading for dynamic testing, can make the proposed description somewhat arbitrary and theoretical. In all instances, a simple and objective description of the experimental work under review, along with a proper presentation of the results is presented. In the laboratory, static tests are usually carried out following the standard procedure developed for in situ pull tests (ASTM 2008). Notwithstanding the mode of loading, e.g. direct pull-test at one end of the bolt, or split-tube test across a simulated joint, the test procedure is relatively simple, with relatively straight-forward analysis. Only tensile devices are discussed here. The situation is slightly more complicated with dynamic testing, with two major facilities currently in operation around the world, e.g. the CANMET-MMSL facility located in Ottawa (Ontario) and the WASM facility located in Kalgoorlie (Western Australia). The main displacement is measured at the end of the bolt, or at the point of impact and across a simulated joint along the holding or connecting pipe. In situ standard pull-test is the most common direct static test carried out in the field (ASTM 2008). Test results reported in the Technical Information Data Sheets have been clearly identified according to the devices, procedures and equipments used for testing.


TEST TYPE AND

METHOD TESTING DEVICE

TEST TYPE AND

METHOD TESTING DEVICE

Direct quasi-static test method

(Standard pull-test

on bolt end) © CANMET-MMSL / K. Judge.

Direct dynamic impact test method

(Standard impact drop

test on bolt end or intermediate joint)

© CANMET-MMSL / K. Judge.

Indirect quasi-static

test method

(Split-tube test with load applied

on the holding tube across a normal

joint)

© CANMET-MMSL / K. Judge. After

Villaescusa and Wright 1999.

Indirect dynamic impact test method

(Impact drop test with energy transferred to the loading mass and holding tube across a

normal joint)

© Balkema / Thompson et al. 2004.

Figure 1. Concepts of static and dynamic testing.


2.0 TERMS AND DEFINITIONS The definition of terms used in the Technical Information Data Sheets is presented in Table 1. Although comprehensive, the table has been reduced to its most simple expression, with only essential terms being listed, and clear and concise definitions being included.

Table 1. Technical terms and definitions.

Average (Sliding) Load (kN). Average load measured after the initial peak.

Bolt Diameter (mm). Diameter of the bolt rod or cable strand, as supplied by manufacturers.

Bolt Length (mm). Total length of the bolt or cable strand, as supplied by manufacturers.

Cone Diameter (mm). Maximum cone diameter of Modified Cone Bolts

Displacement (mm). Total of elastic and plastic change in the length of the specimen under loading.

Dynamic Average Load (kN). Load at which the bolt ploughs, slides under dynamic loading conditions.

Energy Absorption (J/cm). Total energy absorbed by the specimen divided by the sliding length.

Hole Diameter (mm). Size of the borehole, as drilled or recommended by manufacturers for optimal installation of bolts and cables.

Impact Energy (kJ). Potential Energy calculated for each test from the drop weight and height.

Maximum Load (kN). Maximum load withstood by a test specimen when loaded until failure.

Sliding Length (mm). Predetermined length on the bolt on which sliding can occur; essentially corresponds to the displacement capacity.

Steel Elongation (%). Displacement of the bolt or cable specimen, normalized for the distance between measuring points.

Load-Displacement Curve

(After Gaudreau et al. 2004)

Steel Yield and Tensile Strengths (N/mm2). The yield strength (or elastic limit) as well as the tensile strengthof the steel material, as supplied by manufacturers.

Stiffness (kN/mm). Slope of the load-displacement curve. Denoted Ke.

Ultimate Plate Work (kJ). Total area under the plate load and plate displacement curve. Maximum energy absorbed by the bolt at failure; energy absorption capacity.

Velocity, v (m/s). Velocity of the drop weight at the impact.

Yield Load (kN). Maximum load withstood by a test specimen before displaying permanent deformation.


3.0 SUMMARY OF DYNAMIC TESTING AT CANMET-MMSL Over the past 8 years, various testing programs were undertaken with the participation of the mining industry and manufacturers to evaluate the behavior of various bolts under different dynamic loading conditions. Prior to subjecting the bolts to dynamic impacts, pull tests were performed and compared to in situ test results, when available, in order to ensure that the laboratory installation is close to the actual behavior of the bolt underground. An overview of the bolts tested and the results are presented in the following sections and summarized in Table 2. Test results reported in Table 2 were conducted with an impact velocity varying between 4.5 and 5.4 m/s. The maximum impact energy corresponds to the maximum energy the bolt could be impacted with before failure. The maximum impact energy is used to characterize the bolts instead of the absorbed energy because, as will be discussed in the next section, bolts will behave very differently depending on their yielding mechanism and some can absorb more energy than others for the same impact. Impact energy should therefore be used as the design parameter because that is the ultimate energy that the bolt could withstand. The displacement values are the displacement of the bolt measured at the plate end after one impact of the maximum impact energy recorded in Table 2. The average load is an average of the load measured after the peak load. The testing configuration used is also specified as it can affect the results significantly. For example, the Rebar bolt was tested with both test configurations and the energy capacity varies from 5 kJ, with the impact directly on the bolt plate (i.e. continuous tube), to 14 kJ with the impact above the bolt plate (split tube).

A similar compilation as presented in Potvin et al (2010) is shown in Figure 2. This figure groups testing results on bolts subjected to one impact of variable energy. The impact velocities vary between 3 and 6.3 m/s, for an average of 5.3 m/s. Three main zones are identified: «static» support, yielding support – stretching and yielding support – plowing, sliding. The «static» support zone is composed primarily of the mechanical rock bolts and rebars, which are traditionally installed as primary support. Two yielding support zones are identified depending on the yielding mechanism of the bolts. The stretching zone is composed primarily of the D-Bolts which will accumulate a lot of load over a relatively small displacement. The plowing/sliding zone is composed of the MCB, Roofex and Yield-Lok which will dissipate the energy over longer displacements through plowing and/or sliding and minimal stretching of the bolt. Thicker bars provide better energy absorption as shown by comparing the 20-mm diameter D-Bolt versus the 22-mm diameter. The same goes when comparing the Rx8D with the Rx20D.

Figure 3 presents into greater details the load-displacement behaviour of the bolts when subjected to one impact of 30 kJ and 5.4 m/s. The difference between the stretching and sliding/plowing bolts is noticeable. All the bolts presented can sustain the impact energy of 30 kJ but they dissipate the energy in different ways. Larger diameter bolts will accept higher loads and will not displace through stretching or plowing/sliding as much as smaller bolts.


Table 2. Summary of dynamic tests carried out at CANMET-MMSL.

Support

Category Bolt Type

MaximunImpact Energy

(kJ)

Displacement

(mm)

Average

Load

(kN)

Test Configuration

«Sta

tic»

Su

ppor

t

Mechanical Bolt

(Ø 14.1 mm, Shell F 32 mm) 2.2 43 ± 6 16 Continuous tube

Resin Rebar

(Type #6 - 20 mm) 5 5 160 Continuous tube

Resin Rebar

(Type #6 - 20 mm) 14 58 280 Split tube

Yie

ldin

g S

up

por

t –

Plo

win

g, S

lid

ing

Modified Cone Bolt

MCB33 ™ 16 160 ± 72 134 ± 16 Continuous tube

Fully Debonded Cone Bolt

MCB33FD ™ 30 695 ± 68 55 ± 11 Split tube

Modified Cone Bolt

MCB38 ™ 16 89 ± 25 155 ± 46 Continuous tube

Roofex Rx8 Dynamic®

800 mm sliding length 34 914 58 ± 4 Continuous tube

Roofex Rx20 Dynamic®

800 mm sliding length 51 783 ± 45 99 ± 7 Continuous tube

Yield-Lok

750 mm of coating 43 750 95 ± 7 Continuous tube

Yie

ldin

g S

up

por

t -

Str

etch

ing D-Bolt (20 mm)

1500 mm smooth section 45 187 256 ± 13 Split tube

D-Bolt (22 mm)

1500 mm smooth section 56 225 279 ± 3 Split tube


0

10

20

30

40

50

60

70

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4

Plate Displacement (m)

Imp

act

En

erg

y (k

J)

Mech. Bolt MCB33 FD Yield LokRebars - split tube Rx20D D-Bolt - 20mm x 1.5mMCB33 Rx8D D-Bolt - 22mm x 1.5mFriction bolt

«static» support

yielding support - stretching yielding support - plowing, sliding

Figure 2. Compilation of dynamic testing results after one impact.


0

50

100

150

200

250

300

350

0 200 400 600 800

Displacement (mm)

Lo

ad (

kN)

MCB33FD (2.1m)

Rx20D (0.45m)

Rx8D (0.80m)

Yield-Lok (0.75m)

D-Bolt (20mm x 0.8m)

Figure 3. Load versus Displacement behaviours of various bolts after one impact of 30 kJ and 5.4 m/s.


4.0 REFERENCES Anderson, T., Conlon, B. & Judge, K. (2006). In situ tendon pull tests. Division Report CANMET-

MMSL 06-008 (TR), CANMET Mining and Minerals Sciences Laboratories, Natural Resources Canada, Ottawa (Ontario), 41 p.

ASTM (2007). Standard Test Method for Rock Bolt Anchor Pull Test. Standard Designation D4435-04, ASTM International, West Conshohocken (Pennsylvania), 6 p.

ASTM (2008). Standard Test Methods for Laboratory Determination of Rock Anchor Capacities by Pull and Drop Tests. Standard Designation D7401-08, ASTM International, West Conshohocken (Pennsylvania), 7 p.

Atlas Copco (2004). Rock Reinforcement – Product Information Sheets. Atlas Copco Construction and Mining (Canada), Lively (Ontario), 32 p.

Atlas Copco (2010). Rock Reinforcement – Product Information Sheets. Website

Beauchamp, L.A. (2006). Ground Support Manual. Mines and Aggregates Safety and Health Association (MASHA), North Bay (Ontario), 285 p.

Cai, M., Champaigne, D. & Kaiser, P.K. (2010). Development of a fully debonded cone bolt for rockburst support. Proceedings of the 5th International Seminar on Deep and High Stress Mining, Santiago, Chile, eds. M. Van Sint Jan and Y. Potvin, Australian Centre for Geomechanics (ACG), Australia, 329-342.

Doucet, C. & Gradnik, R. (2010). Recent developments of the Roofex® bolt. Proceedings of the 5th International Seminar on Deep and High Stress Mining, Santiago, Chile, eds. M. Van Sint Jan and Y. Potvin, Australian Centre for Geomechanics (ACG), Australia, 353-366.

DSI (2009). Mining and Tunneling Products Catalogue. Dywidag Systems International (DSI), DSI Mining Products, Sudbury (Ontario), 107 p.

Duraset (2005). Rock Tendon Support – Product Information Sheets. Duraset/Grinaker-LTA Mining Products, Alberton/Johannesburg (South Africa), 30 p.

Gaudreau, D., Aubertin, M. & Simon, R. (2004). Performance assessment of tendon support systems submitted to dynamic loading. Proceedings of the 5th International Symposium on Ground Support, 28-30 September, Perth (Western Australia), E. Villaescusa and Y. Potvin, Editors, A.A. Balkema Publishers, Leiden (Netherlands), 299-312.

Hadjigeorgiou, J. & Charette, F. (2009). Guide pratique du soutènement minier, 2e édition, Association minière du Québec, 162 p.

Hoek, E. (2007). Practical Rock Engineering – Chapter 14: Rockbolts and cables. Lecture notes, Rocscience Inc., Toronto, (Ontario), 21 p.

Jager, A.J. (1992). Two new support units for the control of rockburst damage. Proceedings of the 2nd International Symposium on Rock Support, eds. P.K. Kaiser and D.R. McCreath, A.A. Balkema Publishers, Rotterdam (Netherlands), 621-631.

Jennmar of Canada (2011). Yield-Lok Bolt – A new generation of yielding rock support. Product data sheet.

Li. C.C. (2010). A new energy-absorbing bolt for rock support in high stress rock masses. Int. Jour. of Rock Mech. & Mining Sc., 47 (2010), 396-404.

Li, C. & Charette, F. (2010). Dynamic performance of D-Bolt. Proceedings of the 5th International Seminar on Deep and High Stress Mining, Santiago, Chile, eds. M. Van Sint Jan and Y. Potvin, Australian Centre for Geomechanics (ACG), Australia, 321-328.

Li, C.C & Doucet, C. (2011). Performance of D-Bolts under dynamic loading. Rock Mech. Rock Eng. DOI 10.1007/s00603-011-0202-1.


Mansour Mining (2011). Ground Support Product Information Sheets. Mansour Mining Inc., Ground Support Division, Sudbury (Ontario), 28 p.

Ortlepp, W.D., Bornman, J.J. & Erasmus, N. (2001). The Durabar – A yieldable support tendon: Design rationale and laboratory results. Proceedings of the 5th International Symposium on Rockbursts and Seismicity in Mines, 17-20 September, Johannesburg (South Africa), G. Van Aswegen, R.J. Durrheim and W.D. Ortlepp, Editors, The South African Institute of Mining and Metallurgy, Johannesburg (South Africa), Symposium Series S27, 263-266.

Ortlepp, W.D. & Stacey, T.R. (1998). Testing of tunnel support: Dynamic load testing of rockbolts elements to provide data for safer support design. Safety in Mines Research Advisory Committee Report GAP 423, 50 p.

Player, J.R. (2004). Field performance of cone bolts at Big Bell mine. Proceedings of the 5th International Symposium on Ground Support, eds. E. Villaescusa and Y. Potvin, A.A. Balkema Publishers, Leiden (Netherlands), 289-298.

Plouffe, M., Anderson, T. & Judge, K. (2007a). Dynamic and static testing of tendons – Part A: Testing of modified cone bolts. Division Report CANMET-MMSL 06-033-A (CR), CANMET Mining and Minerals Sciences Laboratories, Natural Resources Canada, Ottawa (Ontario), 35 p.

Plouffe, M., Anderson, T. & Judge, K. (2007b). Dynamic and static testing of tendons – Part B: Development of a testing protocol for friction bolts. Division Report CANMET-MMSL 06-033-B (CR), CANMET Mining and Minerals Sciences Laboratories, Natural Resources Canada, Ottawa (Ontario), 21 p.

Potvin, Y, Wesseloo, J. & Heal, D. (2010). An interpretation of ground support capacity submitted to dynamic loading. Proceedings of the 5th International Seminar on Deep and High Stress Mining, Santiago, Chile, eds. M. Van Sint Jan and Y. Potvin, Australian Centre for Geomechanics (ACG), Australia, 251-270.

Stillborg, B. (1994). Professional Users Handbook for Rock Bolting. Trans Tech Publications, Clausthal-Zellerfeld (Germany), Series on Rock and Soil Mechanics, Volume 18, 164 p.

Thompson, A.G., Player, J.R. & Villaescusa, E. (2004). Simulation and analysis of dynamically loaded reinforcement systems. Proceedings of the 5th International Symposium on Ground Support, 28-30 September, Perth (Western Australia), E. Villaescusa and Y. Potvin, Editors, A.A. Balkema Publishers, Leiden (Netherlands), 341-355.

Turner, M.H. & Green, T. (2005). Threadbar bolts in a seismically active, high stress, high yield environment – Otter-Juan Mine, Kambalda. Proceedings of the 6th International Symposium on Rockbursts and Seismicity in Mines, 9-11 March, Perth (Western Australia), Y. Potvin and M. Hudyma, Editors, The Australian Centre for Geomechanics, Nedlands (Western Australia), 67-73.

Villaescusa, E., Thompson, A., Hassell, R., Player, J., Windsor, C., Shaw, H. & Morton, E. (2007). Ground Support Research at the Western Australia School of Mines. Ground Control Strategies in High-Stress Environments – Session I, 2007 CIM Annual Conference and Exhibition, 29 April-2 May, Montreal (Quebec), The Canadian Institute of Mining, Metallurgy and Petroleum (CIM), Montreal (Quebec), 16 p.

Villaescusa, E. & Wright, J. (1999). Reinforcement of underground excavations using the CT bolt. Proceedings of the 4th International Symposium on Ground Support, 15-17 March, Kalgoorlie (Western Australia), E. Villaescusa, C.R. Windsor and A.G. Thompson, Editors, A.A. Balkema, Rotterdam (Netherlands), 109-115.

Wu, Y.K., Oldsen, J. & Lamothe, M. (2010). The Yield-Lok Bolt for bursting and squeezing ground support. Proceedings of the 5th International Seminar on Deep and High Stress Mining, Santiago, Chile, eds. M. Van Sint Jan and Y. Potvin, Australian Centre for Geomechanics (ACG), Australia, 301-308

CanmetMINING Version : 2012-05-29

TECHNICAL INFORMATION DATA SHEET NO. 1 – STANDARD MECHANICAL BOLT.

BACKGROUND

DESCRIPTION. Steel rod with threads at one or both ends, i.e. shell anchor at one end, forged head with plate, or threads with plate and nut at the other end. Steel grade C1055 to C1070.

APPLICATION. Used when active support is needed immediately after excavation. For intermediate and hard rock conditions, with good anchoring capacity.

INSTALLATION. Perpendicular to rock surface. Use hemispherical washers for optimum performance. Anchored in solid rock. Tensioned at a load of about 50% of the yield (elastic) strength of the bolt (+/- 3.5 tons).

ADVANTAGES. Easy to handle and install. Relatively low cost. Provides immediate support upon installation.

LIMITATIONS. Loosened by vibrations, needs periodic verification and tightening. Subject to corrosion if not grouted after installation.

REFERENCES. Stillborg 1994, Beauchamp 2006, DSI 2009, Hadjigeorgiou and Charette 2009.

TECHNICAL DATA

Property In Situ–Static(1) Laboratory–Static(2) Laboratory–Dynamic(3)

Steel Grade C1055 Mod C1060 C1060

Steel Yield/Tensile Strengths (N/mm2)

448/689 380/630 380/630

Bolt Diameter (mm)

15.9 14.1 14.1

Hole Diameter (mm)

33 33 33

Bolt Length (mm)

1525 1525 1525

Yield Load (kN)

84 ± 1 82 ± 1 N/A

Maximum Load (kN)

128 ± 1 118 ± 1 80 ± 9

Dynamic Average Load (kN)

N/A N/A 16

Displacement (mm)

81 ± 8 102 ± 14 43 ± 6

Steel Elongation (%)

N/A 5 2.8 ± 0.4

Stiffness (kN/mm)

9 ± 1 11 ± 3 N/A

ULTIMATE Plate Work (kJ)

7.9 ± 1.5 11 ± 2

1.6 ± 2 (Impact E = 2.2 kJ;

v = 3.1 m/s)


TECHNICAL INFORMATION DATA SHEET NO. 1 – STANDARD MECHANICAL BOLT (CONTINUED).

ILLUSTRATION

© MASHA / Beauchamp 2006.

SMB - Laboratory and In Situ Static Tests

0

20

40

60

80

100

120

140

0 20 40 60 80 100 120Plate End Displacement (mm)

Loa

d (k

N)

Lab In Situ

© CANMET-MMSL / Anderson et al. 2006. In Situ Static Test on a 1.5 m long mechanical bolt.

NOTES: N/A – Not available. (1) Bolts 1.5 m long. Loads and displacements measured at the plate or hole

collar. Tests stopped after 85 mm of displacement. Movement of the anchoring shell assumed negligible because of cyclic testing. Tests carried out at CANMET-MMSL Experimental Mine, Val-d’Or (QC), according to ASTM D4435 standard test method.

(2) Bolts 1.5 m long. Bolts were installed in a 33-mm diameter hole drilled through high strength concrete poured and cured in 127-mm diameter steel tubes. Loads and displacements measured at the plate or tube collar. Tests stopped at failure, after 90-120 mm of displacement. Tests carried out at CANMET-MMSL Test Facility, Ottawa (ON).

(3) Bolts 1.5 m long. Single impact, impact energy 2.2 kJ, impact velocity 3.1 m/s. Tests carried out at CANMET-MMSL Test Facility, Ottawa (ON), with the same installation procedure as the laboratory static tests, using the continuous tube configuration.

SMB - Dynamic Test

0

20

40

60

80

0 10 20 30 40 50Plate End Displacement (mm)

Loa

d (k

N)

© CANMET-MMSL. Laboratory Dynamic Test.


TECHNICAL INFORMATION DATA SHEET NO. 2A – CEMENT GROUTED REBAR.

BACKGROUND

DESCRIPTION. Steel bar with rugged surface to develop solid bonding with cement grout. With forged head, or threads with face plate and nut to create a compression zone at the face.

APPLICATION. Permanent, generally passive anchor. Can be used as active anchor with specific 2-step grouting procedure (see INSTALLATION). Load distributed along the whole length of the bar when fully grouted. Used when high pull and shear strengths as well as minimal displacement are required.

INSTALLATION. A cement plug is created at the end of the hole to anchor the bolt. The bolt is inserted. Once the grout has set, the bolt is tensioned and the rest of the hole is filled with cement. Threads are used either to tension the bolt or to create a compression zone at the face. The grout consists of cement, sand and admixtures.

ADVANTAGES. Develops high strength. Good resistance to corrosion.

LIMITATIONS. Performance depends on the quality of installation. Procedure longer and more complex than for resin grouted bolts, especially for upper position. Open fractures and water can create problems.

REFERENCES. Stillborg 1994, DSI 2009.

TECHNICAL DATA

Property In Situ–Static Laboratory–Static Laboratory–Dynamic

Steel Grade N/A N/A N/A


N/A 400/ N/A 400/ N/A

Bolt Diameter (mm)

N/A 20 (#6) 20 (#6)

Hole Diameter (mm)

N/A 32-38 32-38

Bolt Length (mm)

N/A 500 - 3000 500 - 3000

Yield Load (kN)

N/A 89-120 N/A

Maximum Load (kN)

N/A 125-180 N/A


N/A N/A N/A

Displacement (mm)

N/A 35 (1) N/A


N/A 9-13 N/A

Stiffness (kN/mm)

N/A 50-60 (1) N/A

Plate Work (kJ)

N/A 6 (1) N/A


TECHNICAL INFORMATION DATA SHEET NO. 2A – CEMENT GROUTED REBAR (CONTINUED).

ILLUSTRATION

© Hoek 2007

NOTES: N/A – Not available. (1) Measured across a single joint.

Source: Stillborg 1994, Mansour Mining 2011


TECHNICAL INFORMATION DATA SHEET NO. 2B – RESIN GROUTED REBAR.

BACKGROUND

DESCRIPTION. Steel bar with rugged surface to develop solid bonding with resin. With forged head, or threads with face plate and nut to create a compression zone at the face.

APPLICATION. Permanent, often active anchor. Use of dual-set resin to tension the bolt (see ILLUSTRATION). Load distributed along the whole length of the bar when the hole is completely filled. Used when high pull and shear strengths as well as minimal displacement are required.

INSTALLATION. Resin cartridges, e.g. proper type and quantity, are inserted inside the hole. The rebar is then inserted into the hole and rotated at the same time. Threads are used to either tension the rebar or create a compression zone at the face.

ADVANTAGES. Develops good, immediate strength and high stiffness. Good resistance to corrosion.

LIMITATIONS. Performance depends on the quality of installation. Longer, more complex procedure than for mechanical bolts, especially for upper position.

REFERENCES. Beauchamp 2006, DSI 2009.

TECHNICAL DATA


Steel Grade ASTM A615 Gr. 60 ASTM A615 Gr. 60 ASTM A615 Gr. 60


420/620 420/620 420/620

Bolt Diameter (mm) 19.5 19.5 19.5

Hole Diameter (mm)

33 33 38

Bolt Length (mm)

1524 1825 1828

Impact ABOVE the bolt

plate

Impact ON the bolt

plate

Yield Load (kN)

128 ± 1 132 ± 2 205 135

Maximum Load (kN)

168 ± 7 169 ± 6 280 160


N/A N/A 280 160

Displacement (mm)

23 ± 2 28 ± 2 58 5


N/A 1.7 ± 0.1 3.1 0.1

Stiffness (kN/mm)

57 68 ± 7 71 43

ULTIMATE Plate Work (kJ)

2.8 ± 0.5 4.2 ± 0.3 13.8 4.6


TECHNICAL INFORMATION DATA SHEET NO. 2B – RESIN GROUTED REBAR (CONTINUED).

ILLUSTRATION

© MASHA / Beauchamp 2006.

Resin Rebar - Laboratory and In Situ Static Tests

0

20

40

60

80

100

120

140

160

180

0 10 20 30Plate End Displacement (mm)

Loa

d (k

N)

Lab In Situ

© CANMET-MMSL

NOTES: N/A – Not available. (1) Threaded bolts 1.5 m long. Loads and displacements measured at the plate

or hole collar. Tests carried out at CANMET-MMSL Experimental Mine, Val-d’Or (QC), according to ASTM D4435 standard test method.

(2) Threaded bolts 1.8 m long. Loads and displacements measured at the plate or tube collar. Tests stopped at failure, after 25 mm of displacement. Tests carried out at CANMET-MMSL Test Facility, Ottawa (ON).

(3) Threaded bolts 1.8 m long. Single impact, impact energy 14.2 kJ, impact velocity 5 m/s. Tests carried out at CANMET-MMSL Test Facility, Ottawa (ON), using the split-tube and continuous tube configurations.

Resin Rebar - Dynamic Test

0

50

100

150

200

250

300


Loa

d (k

N)

© CANMET-MMSL. Split-tube Configuration.


TECHNICAL INFORMATION DATA SHEET NO. 3 – RESIN OR CEMENT GROUTED THREADBAR.

BACKGROUND

DESCRIPTION. Typically Dywidag #6 bar with threaded external profile to develop solid bonding with resin or cement grout. Face plate and nut used either to tension the bar or to create a compression zone at the face.

APPLICATION. Permanent, active or passive anchor. Load distributed along the whole length of the bar when fully grouted. Used when high pull and shear strength and minimal displacement are required.

INSTALLATION. The bar is anchored and tensioned, and the hole is grouted afterwards (optional). The plate and nut are tightened once the bar is properly anchored. Grout consists of resin, or cement with sand and admixtures. Injection can be done in one or two steps, to allow the tensioning of the bar (e.g. for active support conditions).

ADVANTAGES. Develops high pull and shear strength. Bolt length can be extended with couplings. Good resistance to corrosion.

LIMITATIONS. The performance depends on the quality of installation, e.g. resin or grout cement. Installation slightly longer and more complex than for mechanical bolts, especially for upper position. Open fractures and water can create problems.

REFERENCE: DSI 2009.

TECHNICAL DATA

Property In Situ–Static Laboratory–Static(1) Laboratory–Dynamic(2)

Steel Grade N/A ASTM A615 Gr. 75 ASTM A615 Gr. 75


N/A 520/690 520/690

Bolt Diameter (mm)

N/A 19 19

Hole Diameter (mm)

N/A 32 32

Bolt Length (mm)

N/A 50-3000 50-3000

Yield Load (kN)

N/A 146 N/A

Maximum Load (kN)

N/A 195 N/A

Displacement (mm)

N/A > 65 75


N/A 9 N/A

Stiffness (kN/mm)

N/A 31 N/A

Plate Work (kJ)

N/A 11 17.2


TECHNICAL INFORMATION DATA SHEET NO. 3 – RESIN OR CEMENT GROUTED THREADBAR (CONTINUED).

ILLUSTRATION

© DSI 2009

NOTES: N/A – Not available. (1) Bolts 2.2 m long, with 0.5 m of encapsulated length. Loads and

displacements measured at the plate or hole collar. Test stopped after 65 mm of displacement. Turner and Green 2005 and DSI 2009.

(2) Tests conducted at the WASM facility using the load transfer concept and split-tube configuration. Villaescusa et al. 2007.


TECHNICAL INFORMATION DATA SHEET NO. 4 – DURASET CONE BOLT (SA).

BACKGROUND

DESCRIPTION. Forged conical head at one end to anchor the bolt, and either threads, plate and nut to create a compression zone at the face, or eye collar end to facilitate cable lacing of excavation face. The bolt is coated with wax on its entire length to enhance debonding. Injected with grout. Behaves like a grouted mechanical bolt under static conditions, and ploughs through the grout under dynamic conditions.

APPLICATION. For effective support in areas prone to seismic events or rapid stress changes.

INSTALLATION. The bolt is inserted in the hole and injected with grout cement, e.g. cement strength ranging from 25 to 60 MPa. Threaded end bolts with face plate and nut are tightened at the collar.

ADVANTAGES. Provides effective support in areas prone to seismic events or rapid stress changes. Can accommodate large displacements while keeping its support capacity.

LIMITATIONS. Installation more complex and longer than for standard mechanical or resin bolts.

REFERENCES. Jager 1992, Player 2004, Duraset 2005.

TECHNICAL DATA


Steel Grade N/A N/A


N/A N/A

Bolt Diameter (mm)

16 22 16 22

Hole Diameter (mm)

32 42 32 42

Bolt Length (mm)

1500-3000 1500-3000

Yield Load (kN)

100 200 N/A

Maximum Load (kN)

110 250 120, 250

Displacement (mm)

> 500 (1,2,3) > 500 (1,2,3)


N/A N/A

Stiffness (kN/mm)

5.5 (1) N/A

Plate Work (kJ)

40 (1,2,3) 100 (1,2,3) 40 (1,2,3) 100 (1,2,3)


TECHNICAL INFORMATION DATA SHEET NO. 4 – DURASET CONE BOLT (SA).

ILLUSTRATION

© 2005 Duraset.

NOTES: N/A – Not available. (1) Bolt length not specified. Loads and displacements measured at the plate

or hole collar. Tests carried out in South Africa. (2) Tests stopped after 500 mm of displacement. (3) Tested in several steps.

Source: Jager 1992, Player 2004, Duraset 2005, Villaescusa et al. 2007.

© 2005 Duraset. Mixed static and dynamic tests on 16 and 22 mm diameter SA cone bolts


TECHNICAL INFORMATION DATA SHEET NO. 5A – MODIFIED CONE BOLT MCB33 (NTC-MANSOUR).

BACKGROUND

DESCRIPTION. Smooth bar with threads at collar or plate end, and forged cone and mixing blade at top anchor end. Resin is used for infilling the hole and anchoring the bolt. The bolt is sometimes coated with grease to facilitate debonding and cone ploughing through the resin.

APPLICATION. For mine openings subject to seismicity and rock bursting.

INSTALLATION. Resin cartridges are first inserted. The bolt is then pushed slowly inside the hole while maintaining a full speed rotation to ensure a complete mixing of the resin. The face plate and nut are tightened once the resin has set.

ADVANTAGES. For both active and passive loading conditions. Behaviour similar to the standard mechanical bolt behaviour under static loading conditions. The bolt will yield and plough through the resin under dynamic loading, thus absorbing the released energy.

LIMITATIONS. Proper resin mixing is critical. REFERENCE. Mansour Mining 2011.

TECHNICAL DATA


Steel Grade C1055 Mod C1055 Mod C1055 Mod


448/689 448/689 448/689

Bolt/Cone Diameters (mm)

17.2/22.5 17.2/23.1 17.2/23.1

Hole Diameter (mm)

33.5 34.4 34.7

Bolt Length (mm)

2230 2235 1625

Yield Load (kN)

112 ± 3 114 ± 3 N/A

Maximum Load (kN)

168 ± 4 173 ± 3 200 ± 59


N/A N/A 134 ± 16

Displacement (mm)

150 (nominal) 242 ± 37 160 ± 72


N/A 9 ± 1 1.8 ± 1.3

Stiffness (kN/mm)

19 ± 3 20 ± 2 17 ± 6

Plate Work (kJ)

20 ± 1 36 ± 5 16 ± 1

(Impact E = 16 kJ; v = 5.4 m/s)


TECHNICAL INFORMATION DATA SHEET NO. 5A – MODIFIED CONE BOLT MCB33 (NTC-MANSOUR) (CONTINUED).

ILLUSTRATION

© Mansour Mining 2011

MCB33 - Laboratory and In Situ Static Tests

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160

180

200

0 50 100 150 200 250Plate End Displacement (mm)

Loa

d (k

N)

Lab In Situ

© CANMET-MMSL / Anderson et al. 2006. In Situ Static Tests on 2.23 m long MCB33 and Lab Static Tests of MCB33 Bolts.


collar. Tests stopped after 150 mm of displacement. Movement of the cone unknown because not accessible from the collar. Tests carried out at CANMET-MMSL Experimental Mine, Val-d’Or (QC), according to ASTM D4435 standard test method.

(2) Bolts 2.23 m long coated with grease. Loads and displacements measured at the plate or hole collar. Tests carried out at CANMET-MMSL Bells Corners Complex (Ottawa).

(3) Bolts 1.63 m long coated with grease. Single impact, impact energy 16 kJ and impact velocity 5.4 m/s. Tests carried out at CANMET-MMSL Bells Corners Complex (Ottawa) using the continuous tube configuration.

MCB33 - Dynamic Test

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250

300


Loa

d (k

N)

© CANMET-MMSL.


TECHNICAL INFORMATION DATA SHEET NO. 5B – FULLY DEBONDED MCB33 CONE BOLT (MANSOUR).

BACKGROUND

DESCRIPTION. Smooth bar with threads at collar or plate end, and forged cone and mixing blade at top anchor end. Resin is used for infilling the hole and anchoring the bolt. The bolt is coated with a shrink wrap to facilitate debonding and cone ploughing through the resin.



ADVANTAGES. For both active and passive loading conditions. Behaviour similar to the standard mechanical bolt behaviour under static loading conditions. More effective than grease used in the original cone bolt design. The bolt will yield and plough through the resin under dynamic loading, thus absorbing the released energy.

LIMITATIONS. Proper resin mixing is critical. REFERENCE. Mansour Mining 2011, Cai et al.

2010.

TECHNICAL DATA

Property In Situ–Static Laboratory–Static(1) Laboratory–Dynamic(2)



448/689 448/689 448/689


17.2/22.7 17.2/22.7

Hole Diameter (mm)

34.4 34.6

Bolt Length (mm)

2282 2282

Yield Load (kN)

130 ± 3 N/A

Maximum Load (kN)

190 ± 2 199 ± 7


N/A N/A 55 ± 11

Displacement (mm)

141 ± 5 695 ± 68


5 ± 1 0.94 ± 0.87

Stiffness (kN/mm)

19 ± 1 17 ± 2

Plate Work (kJ)

21 ± 1 43 ± 3

(Impact E = 30 kJ; v = 5.4 m/s)


TECHNICAL INFORMATION DATA SHEET NO. 5B – FULLY DEBONDED MCB33 CONE BOLT (MANSOUR) (CONTINUED).

ILLUSTRATION

© Cai et al. 2010

MCB33FD - Laboratory Static Test

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120

140

160

180

200


Loa

d (k

N)

© CANMET-MMSL.

NOTES: N/A – Not available, N/S – Not specified. (1) Bolts 2.28 m long with shrink wrap. Loads and displacements measured

at the plate or hole collar. Tests stopped at failure. Tests carried out at CANMET-MMSL Bells Corners Complex (Ottawa).

(2) Bolts 2.28 m long with shrink wrap. Single impact, impact energy 30 kJ and impact velocity 5.4 m/s. Tests carried out at CANMET-MMSL Bells Corners Complex (Ottawa), using the split-tube configuration.

MCB33FD - Dynamic Test

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200

225

0 100 200 300 400 500 600 700Plate End Displacement (mm)

Loa

d (k

N)

© CANMET-MMSL.


TECHNICAL INFORMATION DATA SHEET NO. 5C – MODIFIED CONE BOLT MCB38 (NTC-MANSOUR).

BACKGROUND

DESCRIPTION. Smooth bar with threads at collar or plate end, and forged cone and mixing blade at top anchor end. Resin cartridges are used for anchoring the bolt. The bolt is coated with grease to enhance debonding and facilitate cone ploughing through the resin during seismic and rapid stress changes.



ADVANTAGES. For both active and passive loading conditions. Behaviour similar to the standard mechanical bolt behaviour under static loading conditions. The bolt will yield and plough through the resin under dynamic loading, thus absorbing the released energy.

LIMITATIONS. Proper resin mixing is critical. REFERENCE. Mansour Mining 2011.

TECHNICAL DATA




448/689 448/689 448/689


17.1/26.2 17.1/26.2 17.3/26.5

Hole Diameter (mm)

38.5 37.8 37.8

Bolt Length (mm)

2230 2246 2246

Yield Load (kN)

108 ± 2 123 ± 3 N/A

Maximum Load (kN)

165 ± 10 189 ± 4 265 ± 5


N/A N/A 155 ± 46

Displacement (mm)

130 (nominal) 140 ± 6 89 ± 25


N/A 5.2 ± 0.4 1.1 ± 0.4

Stiffness (kN/mm)

21.3 ± 0.3 25 ± 3 N/A

Plate Work (kJ)

18 ± 3 22 ± 1 14 ± 1

(Impact E = 16 kJ; v = 5.4 m/s


TECHNICAL INFORMATION DATA SHEET NO. 5C– MODIFIED CONE BOLT MCB38 (NTC-MANSOUR) (CONTINUED)

ILLUSTRATION

© Mansour Mining 2011.

MCB38 - Laboratory and In Situ Static Tests

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120

140

160

180

200


Loa

d (k

N)

Lab In Situ

© CANMET-MMSL / Anderson et al. 2006. In Situ Static Tests on MCB38 cone bolt.

NOTES: N/A – Not available. (1) Bolts 2.23 m long. Loads and displacements measured at the plate or

hole collar. Tests stopped after 130 mm of displacement. Tests carried out at CANMET-MMSL Experimental Mine, Val-d’Or (QC), according to ASTM D4435 standard procedure.

(2) Bolts 2.25 m long. Loads and displacements measured at the plate or hole collar. Tests stopped after 150 mm of displacement. Tests carried out at CANMET-MMSL Bells Corners Complex (Ottawa).

(3) Bolts 2.25 m long. Single impact, input energy 16 kJ and impact velocity 5.4 m/s. Tests carried out at CANMET-MMSL Bells Corners Complex (Ottawa) using the continuous tube configuration.

MCB38 - Dynamic Test

0

50

100

150

200


Pla

te L

oad

(kN

)

© CANMET-MMSL / Plouffe et al. 2007.


TECHNICAL INFORMATION DATA SHEET NO. 6 – DURABAR® YIELDABLE BOLT (SA).

BACKGROUND

DESCRIPTION. The rod is bent to form a wave and act as a ductile anchor. The collar end is terminated with either an eye to facilitate cable lacing or with a threaded section for nut and washer. The bar is coated with wax on its entire length except at the collar end to enhance debonding. The hole is injected with cement grout.

APPLICATION. Provides effective support in areas with high closure rates, prone to seismic events and rapid stress changes.

INSTALLATION. The bolt is inserted into the hole and injected on its entire length with cement grout. Suggested cement strength ranges from 25 to 60 MPa.

ADVANTAGES. The bolt yielding capacity provides effective support in areas with high closure rates or prone to seismic events. Can accommodate large displacements without loosing its efficiency.

LIMITATIONS. Installation more complex and longer than for mechanical and resin bolts. Passive, untensioned anchor.

REFERENCES. Ortlepp et al. 2001, Duraset 2005.

TECHNICAL DATA


Steel Grade N/A N/A


450 450

Bolt Diameter (mm)

16 16

Hole Diameter (mm)

32-38 32-38

Bolt Length (mm)

2200 2200

Yield Load (kN)

100 N/A

Maximum Load (kN)

120 120


N/A 60

Displacement (mm)

> 500 (1,2) > 500 (1,2)


Stiffness (kN/mm)

4.5 (1) N/A

Plate Work (kJ)

48 (1,2) 45 (1,2)


TECHNICAL INFORMATION DATA SHEET NO. 6 – DURABAR® YIELDABLE BOLT (SA).

ILLUSTRATION

© Duraset

© Duraset. Static tests on 2.2 m long Durabar® yielding bolt.


collar. Tests carried out in South Africa. (2) Calculations made for 600 mm of displacement.

Source: Ortlepp et al. 2001, Duraset 2005.

© Duraset. Dynamic tests on 2.2 m long Durabar® yielding bolt.


TECHNICAL INFORMATION DATA SHEET NO. 7A – ROOFEX RX8 DYNAMIC.

BACKGROUND

DESCRIPTION. Steel bar sliding through an energy absorber for a pre-specified length (sliding length). Bolt is designed to initiate sliding at constant load.

APPLICATION. Used when yielding support is needed in high stress and/or high convergence environments.

INSTALLATION. Resin cartridges, e.g. proper type and quantity, are inserted inside the hole. The bolt is then inserted into the hole and rotated at the same time. Threads are used either to tension the bolt or to create a compression zone at the face.

ADVANTAGES. Performance is independent of resin mix quality as long as energy absorber remains fixed in the hole.

LIMITATIONS. Relatively high cost.

REFERENCES. Atlas Copco 2010, Doucet and Gradnik 2010.

TECHNICAL DATA

Property In Situ – Static Laboratory–Static(1) Laboratory–Dynamic(2)

Steel Grade CK 45 CK 45 CK 45


600/N/A 600/N/A 600/N/A

Bolt Diameters (mm)

N/A 12.5 (bar)

30 (energy absorber) 12.5 (bar)

30 (energy absorber)

Hole Diameter (mm)

N/A 38 38

Bolt Length (mm)

N/A 2100 2100

Yield Load (kN)

N/A 82 ± 2 82 ± 5

Average (Sliding) Load (kN)

N/A 77 ± 1 58 ± 4

Displacement (mm)

N/A Sliding length + 18 %

elongation Sliding length + 18 %

elongation


N/A 18 ± 2 18

Stiffness (kN/mm)

N/A 9 ± 1 8 ± 1

Energy Absorption (kJ)

N/A N/A 0.03·(sliding length) +

7.05


TECHNICAL INFORMATION DATA SHEET NO. 7A – ROOFEX RX8 DYNAMIC (CONTINUED).

ILLUSTRATION

© Adapted from Atlas Copco 2010.

Roofex Rx8D - Static Test

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60

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Loa

d (k

N)

© CANMET-MMSL / Doucet and Gradnik 2010.

NOTES: N/A – Not available. (1) Bolts 2.1 m long. Loads and displacements measured at the plate or tube

collar. Tests stopped after 250 mm of displacement. Tests carried out at CANMET-MMSL Test Facility, Ottawa (ON), according to ASTM D4435 standard test method.

(2) Bolts 2.1 m long with 800 mm sliding length. Loads and displacements measured at both bolt ends. Tests carried out at CANMET-MMSL Test Facility, Ottawa (ON), using the continuous tube configuration.

Rx8D - Dynamic Tests

0

10

20

30

40

0 200 400 600 800 1000Plate Displacement (mm)

Impa

ct E

nerg

y (k

J)

y = 0.03x + 7.05 R2 = 0.95


Mixing/stop Steel sleeve Energy absorber Steel sleeve Inner steel bar element

Plate Nut


TECHNICAL INFORMATION DATA SHEET NO. 7B – ROOFEX RX20 DYNAMIC.

BACKGROUND

DESCRIPTION. Steel bar sliding through an energy absorber for a pre-specified length (sliding length). Bolt is designed to dissipate and control high amounts of energy liberated from the rock mass. Bolt behaves like a stiff support element until the designed sliding load is reached.

APPLICATION. Used when yielding support is needed in high stress and/or high convergence environments.

INSTALLATION. Resin cartridges, e.g. proper type and quantity, are inserted inside the hole. The bolt is then inserted into the hole and rotated at the same time. Threads are used either to tension the bolt or to create a compression zone at the face.

ADVANTAGES. Performance is independent of resin mix quality as long as energy absorber remains fixed in the hole.

LIMITATIONS. Relatively high cost.

REFERENCES. Atlas Copco 2010, Doucet and Gradnik 2010.

TECHNICAL DATA

Property In Situ – Static (1) Laboratory–Static(2) Laboratory–Dynamic(3)

Steel Grade C60E C60E C60E


520/800 520/800 520/800

Bolt Diameters (mm)

20 (rod) 50 (energy absorber)



Hole Diameter (mm)

54 54 54

Bolt Length (mm)

3000 2100 2100

Yield Load (kN)

130 201 ± 4 N/A

Maximum Load (kN)

N/A 278 ± 1 124 ±12

Average (sliding) Load (kN)

200 221 ± 6 99 ± 7

Displacement (mm)

Sliding length 295 ± 3 (for 300 mm sliding length)

783 ± 45 mm for 800 mm sliding length and

impact E = 51 kJ (Dependent on the sliding

length)


N/A 9 ± 2 4 ± 2

Stiffness (kN/mm)

6.5 7 ± 1 N/A

Energy Absorption (kJ)

N/A N/A 0.054·(sliding length) +

7.6 kJ


TECHNICAL INFORMATION DATA SHEET NO. 7B – ROOFEX RX20 DYNAMIC (CONTINUED).

ILLUSTRATION

© Gradnik and Doucet 2010.

Roofex Rx20S - Static Test

0

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150

200

250

300

0 50 100 150 200 250 300 350Plate Displacement (mm)

Loa

d (k

N)

© CANMET-MMSL / Doucet and Gradnik 2010. Laboratory testing on 2.1

m long bolt with a sliding length of 300 mm.

NOTES: N/A – Not available. (1) Bolts 3 m long with 500 mm sliding length. Tests conducted by Atlas

Copco GDE at the RHI Magnesite Mine in Breiteneau, Austria. (2) Bolts 2.1 m long with 300 mm sliding length and inner steel tube welded

on energy absorber. Loads and displacements measured at the plate or tube collar. Tests carried out at CANMET-MMSL Test Facility, Ottawa (ON).

(3) Bolts 2.1 m long with 800 mm sliding length. Loads and displacements measured at both bolt ends. Tests carried out at CANMET-MMSL Test Facility, Ottawa (ON), using the continuous tube configuration.

Rx20D - Dynamic Tests

0

10

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30

40

50

60

0 200 400 600 800 1000 1200Plate Displacement (mm)

Impa

ct E

nerg

y (k

J)Rx20D-800 mm

Rx20D-1000 mm

Rx20D-1000 mm failed

y = 0.054x + 7.60 R2 = 0.95



TECHNICAL INFORMATION DATA SHEET NO. 11 – D-BOLT.

BACKGROUND

DESCRIPTION. A smooth steel bar with a number of anchors along its length. The anchors are firmly held in cement grout or resin, while the smooth sections of the bolt between the anchors may deform in response to rock dilation.

APPLICATION. For areas where support with large load-bearing and deformation capacities are required.

INSTALLATION. Resin cartridges of the appropriate sizes are inserted into the hole. The bolt is then spun into the hole and the anchor paddles mix the resin.

ADVANTAGES. Large load-bearing and deformation capabilities. Every smooth section of the bolt works independently; the failure of one section has only a local effect on the bolt’s reinforcement capability.

LIMITATIONS. Resin mixing is critical to ensure that the anchors do not move.

REFERENCES. Li 2010, Li and Charette 2010.

TECHNICAL DATA

Property In Situ – Static(1) Laboratory–Static(2) Laboratory–Dynamic(3)

Steel Grade B500C B500C B500C


450/610 450/610 450/610

Bolt Diameter (mm)

22 20 22 20 22

Hole Diameter (mm)

33.4 32 34 32 34

Bolt Length (mm)

2200 2100

(1500 smooth section) 2100

(1500 smooth section)

Yield Load (kN)

176 (thread) 164 ± 5 206 ± 6 N/A N/A

Maximum Load (kN)

221 (thread) 228 ± 10 269 ± 9 N/A N/A


N/A N/A N/A 256 ± 13 279 ± 3

Displacement (mm)

8 140 ± 11 154 ± 11 187 225


N/A 9 ± 1 10 ± 1 13 ± 0.7 15 ± 0.7

Stiffness (kN/mm)

N/A 20 ± 4 38 ± 14 N/A N/A

Energy Absorption (kJ/m of smooth

section) N/A 21 ± 2 22 ± 3

29 ± 1 (Impact E = 43 kJ)

37 ± 2 (Impact E = 56 kJ)


TECHNICAL INFORMATION DATA SHEET NO. 11 – D-BOLT (CONTINUED).

ILLUSTRATION

© Li 2010

D-Bolt - Laboratory Static Tests

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250

300

0 20 40 60 80 100 120 140 160 180Plate End Displacement (mm)

Loa

d (k

N)

20 mm dia 22 mm dia

© CANMET-MMSL.

NOTES: N/A – Not available. (1) Tests conducted by Mansour Mining in norite rock mass. The bolt thread

was pulled to examine the anchorage capacity of the anchors. (2) Bolts 2.1 m long. Loads and displacements measured at the plate or tube

collar. Tests carried out at CANMET-MMSL Test Facility, Ottawa (ON), using a split-tube configuration to examine the elongation of the smooth section.

(3) Bolts 2.1 m long. Loads and displacements measured at both bolt ends. Tests carried out at CANMET-MMSL Test Facility, Ottawa (ON), using the split-tube configuration.

D-Bolt - Dynamic Tests

0

50

100

150

200

250

300

0 10 20 30 40 50 60 70Impact energy, IE (kJ)

Dis

plac

emen

t (m

m)

Displ per drop, 22mm x 1.5mDispl at failure, 22mm x 1.5mDispl per drop, 22mm x 0.9mDispl per drop, 20mm x 1.5mDispl at failure, 20mm x 1.5m

Max IE = 56 kJ for 22 mm bolt

Max IE = 43 kJ for 20 mm bolt

© Li and Doucet 2011.


TECHNICAL INFORMATION DATA SHEET NO. 12 – YIELD-LOK.

BACKGROUND

DESCRIPTION. The bolt is made of a 20 mm steel bar upset at one end to specified dimensions to achieve designed performance under static and dynamic loading. The upset and part of the bar are encapsulated in polymer. The end profile is stamped to aid insertion of bolt and resin mixing. The bar is threaded at the other end for tensioning with nut.

APPLICATION. Suitable for burst-prone and/or high convergence areas.

INSTALLATION. The bolt is fully encapsulated in resin or grout. Resin mixing is facilitated by deformations on the head of the bolt.

ADVANTAGES. Provides immediate support. Can be configured to yield either in dynamic (YL-Dynamic) or static (YL-Static) conditions.

LIMITATIONS. Displacement capacity depends on the length of polymer coating (typically 750 mm).

REFERENCES. Jennmar of Canada 2011, Wu et al. 2010.

TECHNICAL DATA

Property In Situ - Static (1) Laboratory - Static (2) Laboratory - Dynamic (3)

Steel Grade ASTM A615 Gr. 75 ASTM A615 Gr. 75 ASTM A615 Gr. 75


520/690 520/690 520/690

Bolt Diameter (mm)

20 (steel bar) 25.4 (polymer coating)

20 (steel bar) 25.4 (polymer coating)

17.2 (steel bar) 25.4 (polymer coating)

Hole Diameter (mm)

32 - 38 32 - 38 34.5

Bolt Length (mm)

N/A N/A 1700 – 3000

(coating 750 mm)

Yield Load (kN)

150 N/A N/A

Maximum Load (kN)

200 N/A 118 ± 8


N/A N/A 95 ± 7

Displacement (mm)

Up to the length of polymer coating

N/A 201 ± 20 (Impact E = 16.4 kJ)


N/A N/A 4 ± 3

Stiffness (kN/mm)

N/A N/A 9 ± 2

Energy Absorption (kJ) N/A N/A 43

(Displ = coating length, 750 mm)


TECHNICAL INFORMATION DATA SHEET NO. 12 – YIELD-LOK (CONTINUED).

ILLUSTRATION

© Wu et al. 2010.

© Jennmar of Canada 2011. YL-D: Yield Lok Dynamic; YL-S: Yield Lok Static

NOTES: N/A – Not available. (1) Tests conducted by Jennmar of Canada and Wu et al. 2010. (2) No laboratory tests were conducted. (3) Bolts 1.7 m long with 750 mm long polymer coating. Loads and

displacements measured at both bolt ends. Tests carried out at CANMET-MMSL Test Facility, Ottawa (ON), using the continuous tube configuration.

Jennmar Yield-Lok - Dynamic TestPolymer Coating 750 mm

0

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150

175

200

225

0 100 200 300 400 500 600 700 800Plate End Displacement (mm)

Loa

d (k

N)

Impact Energy16.4 kJ43.0 kJ

© CANMET-MMSL.

disclaimer - workplace safety north...atlas copco (2004). rock reinforcement – product information...

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