Strata control

1,561 views

Published on

0 Comments
2 Likes
Statistics
Notes
  • Be the first to comment

No Downloads
Views
Total views
1,561
On SlideShare
0
From Embeds
0
Number of Embeds
2
Actions
Shares
0
Downloads
101
Comments
0
Likes
2
Embeds 0
No embeds

No notes for slide

Strata control

  1. 1. 1 Author: Tikeshwar Mahto, Dy. Director of Mines Safety, Bilaspur Region (India). +917898033693 tikeshwarmahto@yahoo.co.in ECONOMICAL AND SAFE DESIGN OF ROOF BAR (GIRDER) FOR STRATA CONTROL IN UNDERGROUND MINES TO EXTRACT THICK SEAMS- -A Case Study of Blasting Gallery- Method Abstract Blasting Gallery is a method of working to extract thick seams ( 8m - 15m ) in single lift. Strata control mechanism is a very critical aspect of BG-method, as the height of working is more than 10m. Natural support has very important role in overcoming dynamic load created by the hanging goaf, particularly in case of massive sand stone roof. Artificial supports are only for resisting separation of immediate roof. Hence, design of natural support as well as temporary supports are very- very important for the strata control point of view. In this paper, the author is concentrating on the temporary supports used in Blasting Gallery Method. The author has critically diagnosed about the drawbacks and failure of existing supporting system (roof bar) and also suggested a modification for effective utilization of supports. If, the design of roof bar as suggested by the author is implemented effectively, a huge amount of rupees will be saved in purchase of roof bar every year and also an effective support resistance can be developed for the safe working of BG-method. CRITICAL STUDY OF FAILURE (OR PREMATURE YIELDING) OF ROOF BAR USED IN BLASTING GALLERY The roof bar of I- section used in BG working is loaded with different stresses like direct stress(compressive stress), shear stress, bending stresses etc. and failure of which is caused by either any one of these or due to combined effect of these stresses. The roof bar of I – section is made of two different load bearing components, web and flanges. Flanges are for bearing bending moment and bending stresses and web is for resisting shear stress and direct stress (compressive stress). Case study made by the author reveals that the failure of roof bar is due to bending of flanges in centre and failure of web at the edges of the roof bar. The above-mentioned failures of roof bar are due to faulty design & selection of roof bar. The author has critically diagnosed about it, and has made some modification in design of roof bar, which is mentioned below.
  2. 2. 2 Failuare of roof bar due to faulty supporting system: Support assembly being practiced in BG- method is shown here. Free body load diagram of support assembly of Fig.3 can be drawn in the following ways for clear representation of diffirent forces acting on support assembly Where, AB a M.S. roof bar L1, L2 concentrated reactive forces (loads) on the roof bar, and R1, R2 support resistances offered by the O.C Props (15-20Tons, )
  3. 3. 3 Drawing shear force and bending moment diagram for the normal suppoeting system: (i) Loaded roof bar (ii) S.F.Diagram (iii) B.M. Diagram X V +ve -ve A B A1 B1 R1 R2 +ve -ve x Mb A BA1 B1 R1C R1C
  4. 4. 4 We can see from the free body load diagram and fig-3 in which the support resistances (R1 & R2) offered by the Open Circuit props are directly acting on the steel roof bar and not on the roof of the gallery, because there is no contact between roof and roof bar. In this case total support resistance is utilized for bending the roof bar and not for resisting rock load. When R1 & R2 increases, L1 & L2 also increases which tries to bend the roof bar. From, Fig-4, R1 + R2 = L1 + L2 It means total support resistances offered by O.C props are inversely transferred on the roof bar, which tend to bend the bar. After yielding of roof bar, support resistance decreases and adverse situations like, bed separation, side spalling, overriding, props dislodgment etc., are created. The roof bar assembly in yielded condition is shown in Fig.5
  5. 5. 5 Flexural strength calculation This is for calculation of bending stresses in flanges of the roof bar due to bending moment as calculated above. The section of the roof bar and stresses in flanges of the bar can be drawn in the following ways; From the theory of simple bending; M/I = α/y =E/R Where, b= flange width, d= distance between the two flanges, t1= thickness of flange, t2= thickness of web, αt = bending stress(tensile), αc = bending stress (compressive) , N1- N2 = neutral line M = moment of resistance or bending moment, I = moment of inertia, y = distance from neutral axis, E = Young’s modulus, and R = radius of curvature of internal surface of the deformed beam(roof bar). Here, M/I = α/y Or, α = M*y/I So `α ` will be maximum or minimum when ` y` is maximum or minimum. Thus , for y= 0 , α = 0 i.e. bending stress at neutral line is zero and bending stresses at flanges are maximum. Also ymax = d/2 αmax = (M/I) *ymax , or, αmax = Md/2I Thus, maximum bending stress is at flanges of the roof bar, as shown in the figure above. b d t1 t2 αc αt Neutral line N1-N2 ymax = d/2
  6. 6. 6 Moment of inertia(I) of I – section beam: First, we will calculate moment of inertia of rectangular section beam of same dimension. Moment of inertia of rectangular section = b*d3 /12 Where, b= width of section of the rectangular beam, d = height of section of beam. t1 = thickness of flange of I- section beam, t2 = thickness of web of beam. N1-N2 = neutral line Now cutting the dotted portion of the rectangular section, as shown in the above figure for calculating moment of inertia (I) of I- section beam. Hence, section of cut portion of the rectangular beam will be; So, M.I. of two cut portions about N1- N2 = 2* (b- t2/2)(d-2t1)3 /12 = (b-t2)(d- 2t1)3 /12 Thus, M. I. of I – section beam (girder) will be; I = M.I. of rectangular beam – M.I. of cut portions. Or, I = b*d3 /12 – (b- t2)(d-2t1)3 /12 Or, I = [ b*d3 – ( b- t2)(d-2t1)3 ]/12 Moment of resistance( bending moment ) can be taken from bending moment diagram(B.M.D.), as drawn in previous page. d b t2 t1 N2 N1 d - 2t1 b-t2/2 N1 N2
  7. 7. 7 So, maximum bending moment is at centre of the beam(or roof bar ); Or, M = R*C Where, M = bending moment R = support resistance by O.C. props, and C = mid- distance of cogs from the edge of roof bar. Thickness of web (t2) : 7mm Cross- section of the web[(d-2t1)*t2)] : 180mm*7mm MODIFICATION IN SUPPORTING SYSTEM SUGGESTED BY THE AUTHOR: The author has done nothing extra, but has made some changes after deep study in BG method of working. In the changed system of supporting, the wooden lagging are exactly above the O.C. Props to make direct contact of the O.C. props with the roof of the galleries. The support capacity or strength of the O.C. props are directly transferred to the roof of the galleries and not to the roof bar, which eliminates the chances of bending of roof bar and the O.C. props remain always tightened against the roof. Also, support resistance increases, which can improve strata condition. The modified system of support assembly is shown in Fig.6, given below. The support resistance can further be increased by strengthening roof bars properly at both ends. Modified supporting system
  8. 8. 8 Free body load diagram of the modified system of supporting is shown below in Fig.7 Where, AB is roof bar R1 & R2 are support resistances offered by OC props L1 & L2 are reactive support resistances transferred to the roof rock, and L3 , L4 & L5 are concentrated reactive support resistances offered by roof bar to the roof rock L1 L3 L4 L5 L2 BA Fig. 7 R2 R1
  9. 9. 9 Drawing shear force and bending moment diagram for modified supporting system: FREE BODY LOAD DIAGRAM (i) Loaded beam (ii) S.F.Diagram (iii) B.M.Diagram L1 L3 L4 L5 L2 BA X V A BA3 A2 A1 +ve -ve R1-L1 R2-L2 X Mb A BA1 A2 A3 W (R1-L1)/2 - L3*C
  10. 10. 10 Failure of roof bar due to faulty design of roof bar: The author has studied about the failure of roof bar in the BG- panel, which is only due to faulty design of roof bar. Roof bar used in early years was of 150mm * 150mm section. Currently BG- panel is using 200mm*200mm girder of I – section. The thickness of web is about 7mm. It has become use and throw i.e. after using once; it is being thrown in scrap, because after failure of web there is no further use in supporting. It has been observed that, using such type of roof bar is not only wastage of money, but also creating unsafe conditions and increasing heap of scrap in the mine. Mode of failure of roof bar observed by the author: The I-section roof bar( 200mm* 200mm), which is failing in its web due to faulty design of roof bar and also due to improper strengthening at its ends. The web failure observed by the author is shown in figure given below. Section of the failed roof bar (web failure )
  11. 11. 11 MODIFICATION IN DESIGN OF ROOF BAR SUGGESTED BY THE AUTHOR Design of web of roof bar: Design of web is very important for resisting shear stress and compressive stress. When roof bar is tightened against the roof, the web is under compression. Therefore, the strength of web should be such that, it can bear a load upto designed capacity of the O.C. props (about 30t). For the designing of web, two things are important. One is web thickness (t2) and another is its height (h). So, if we increase the web thickness (t2), the strength of web will increase and, if we increase the height of web (h), the strength of web will decrease. Section of web of the roof bar The strength of web can be expressed mathematically in the following ways; S α t2, and S α 1/hn ,so combining these two equations we get; S α t2/hn where `α` is proportionality constant. Or, S =K*t2/hn where S = strength of web, K = proportionality constant, t2 = web thickness, and h = height of web. P = Load on web (value of P Varies in between 10t and 30t) n= exponent to `h` t2 h P (Load on Web) P t2h
  12. 12. 12 Here, S should be greater than P, and for this the web shall be strengthened as shown in figure below. The author hase observed that the value of web thickness (t2 ) should not be less than 10mm and distance between two flanges (d) not more than 150mm. Therefore, minimum thickness of web (t2) = 10mm, and Maximum height of web (h) = d – 2*t1 = (150- 2*10) mm = 130mm Design of flanges of roof bar: As the author has compared the loading parameters of old roof bars and new roof bar, the bending stresses are less in new type of the bar, which is because of its larger width of flange. Design of flange of roof bar includes the design of flange thickness (t1) and width of flange (b). Hence, minimum thickness of flange (t1) = 10mm , and Minimum width of flange (b) = 200mm. Final design sample of roof bar: The author has done only thing in modified design, that the web thickness (t2) has been increased from 7mm to 10mm and distance between two flanges has been decreased from 200mm to 150mm. Proper Strengthening of Roof Bar: Strengthening of roof bar is very important and essential for the strata control point of view. Strata load is transferred vertically on the O.C. props through the roof bar at both ends. Capacity of the O.C. prop is 40tons; therefore roof bar should be capable to bear the load coming on the O.C. props. For this the roof bar is to be strengthened properly, otherwise the roof bar will yield prematurely at the ends and the support assembly will be ineffective. Thickness of flange (t1) b 150mm 200m m 10mm 10 mm
  13. 13. 13 The scheme of proper strengthening of roof bar is shown in the figure given below: Section of Roof Bar Longitudinal view of the Roof Bar Section of the strengthened roof bar longitudinal view of the Strengthened roof bar : Flange of the bar Web of the girder Edge of the web strengthened with pieces of C- channel (2``× 4`` or 3``× 6``) Plan view of the longitudinal section of the strengthened roof bar
  14. 14. 14 COMPAISION OF DESIGN PARAMETERS OF DIFFERENT TYPES OF ROOF BARS Design Parameters Old type of Roof Bars 150mm*150mm 150mm*200mm Currently using Roof Bar 200mm*200mm Modified Roof Bar 200mm*150mm Web thickness (t2) 9 – 10mm 7mm 7mm 10mm Thickness of Flange (t1) 10.5mm 10.5mm 10mm 10mm Width of Flange (b) 150mm 150mm 200mm 200mm Distance between Flanges (d) 150mm 200mm 200mm 150mm Moment of Inertia(I) of Roof Bar 1714.28cm4 3050.2cm4 3953.53cm4 2146.42cm4 Cross- section of Roof Bar 4525mm2 4403mm2 5260mm2 5300mm2 Cross- section of Web 1240mm2 1218mm2 1260mm2 1300mm2
  15. 15. 15 Advantages of the modified supporting system and modified design of roof bar:  It eliminates the bending of roof bar, which can be re –utilized ;  Strengthened roof bar can bear a minimum of 30t (compressive) load;  fully utilization of strength of OC props, because props are tightened against the roof and not to the roof bar ;  support resistance offered by OC props are improved tremendously after modification in supporting system and design of roof bar. Hence less chances of bed separation ;  rock load will be resisted by the OC props and not by the roof bar, hence abutment pressure at side will be less which will minimize side spalling ;  props will be tightly intact with roof, therefore no chances of props dislodgment by hitting side spalled boulders ;  overriding of pillars and stooks will be reduced ;  It will provide safe working conditions for men, machinery and property.  It will be very- very economical and purposeful;  Saving of wastage of money in purchasing roof bar every year. Conclusion: The author has given valuable suggestion regarding supporting system in BG working After applying the author’s suggestion, support resistance has improved in BG working. The improvement in support resistance has decreased the chances of layer separation and over riding of pillars. It is very economical and purposeful. It can save about Rs. 50 Lacs per annum on purchase of roof bar. Declaration: The above observations and comments are of author and not necessarily to the organization. Signature of author (Tikeshwar Mahto ) Date- 11. 8.15 Dy. Director of Mines Safety, Bilaspur Region (India) +917898033693 tikeshwarmahto@yahoo.co.in

×