Transmission Line Design Structures & Foundations TADP 549

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1 Transmission Line Design Structures & Foundations TADP 549 Steel Poles - Direct Embedment Foundations - Point of Fixity Presentation 6.3 Dr. Prasad Yenumula Transmission & Distribution Program

2 Reference Documents RUS Bulletin 1724E-214, Guide Specification for Standard Class Steel Transmission Poles Poulos & Davis (1980), Pile Foundation Analysis & Design

3 What is Point of Fixity? Per RUS Bulletin 1724E-214, The point where the maximum moment occurs. The actual location of this point is dependent on the characteristics of soils around the embedded portion of the pole Why it is important?

4 Location of Maximum Moment For direct embedment poles, Maximum moment occurs at the groundline or below the groundline Depends on the soil/backfill conditions At Maximum moment location, the shear force is zero

5 Why is it Important? Steel pole needs to be designed for bending moments acting on steel pole Steel pole section at point of fixity should be sufficient to withstand the applied bending moment

6 Theoretical Models Let us consider Broms (1964) theory Cohesive soils (Clayey soils) Granular soils (Sandy soils)

7 Broms Theory (Cohesive Soils) Cont. Source: Poulos & Davis, 1980

8 Broms Theory (Cohesive Soils) Cont. Depth of point of fixity below the groundline = 1.5d + f d=diameter of pole and f is as shown in figure At depth of 1.5d + f below groundline, the maximum bending moment occurs Source: Poulos & Davis

9 Broms Theory (Cohesive Soils) Cont. Equation for f f = H u / (9 c u d) H u = Ultimate lateral capacity of soil d = Diameter of pole c u = Undrained shear strength of cohesive soil Source: Poulos & Davis, 1980

10 Broms Theory (Cohesive Soils) Cont. Equation for Maximum Moment (M max ) M max = H u (e + 1.5d + 0.5f) Note-maximum moment at groundline = H u e e = eccentricity of load Source: Poulos & Davis, 1980

11 Illustrated Example - 1 A transmission pole structure of length 80 feet is to be installed in homogeneous clayey deposit with undrained shear strength of 3ksf using direct embedment foundation Determine the depth of embedment, point of fixity and maximum bending moment using Broms method. Water table is about 40 feet below the ground level

12 Illustrated Example - 1 (Cont.) The thickness of the backfill annulus = 0.5 feet and the crushed rock backfill unit weight is 140 pcf and friction angle 45 degrees. The ultimate horizontal load at groundline =40 kips and ultimate moment load at ground line =2411 kip-ft The average diameter of pole below groundline is 3.7ft

13 Illustrated Example - 1 (cont.) Solution Because the hole is too narrow with relatively stronger backfill, to make a conservative estimate, it can be assumed that the failure occurs in the surrounding in-situ cohesive soil The pole diameter should be considered in the calculation. Now the problem is simplified to rigid pile under lateral load

14 Illustrated Example - 1 (cont.) Equation for f f = H u / (9 c u d) = 40/ (9x3x3.7) = 0.4 ft H u = Ultimate lateral capacity of soil= equated to ultimate horizontal load d = Diameter of pole c u = Undrained shear strength of cohesive soil

15 Illustrated Example - 1 (cont.) Equations for Maximum Moment (M max ) M max = H u (e + 1.5d + 0.5f) M max = 2.25 c u d g 2 Solved for g = ft by substituting e = eccentricity of load = (M/H) = 2411/40 = ft H = 40kips f = 0.40 ft

16 Illustrated Example - 1 (cont.) Total Foundation Depth = L = 1.5d + f + g L = 1.5x =16.23 ft (minimum) Depth of point of fixity below the groundline =1.5d + f = 1.5* = 5.95ft Maximum Moment (M max ) M max = H u (e + 1.5d + 0.5f) = 40 ( * *0.4) = 2641 kip-ft

17 Illustrated Example - 1 (cont.) Ultimate moment load at ground line =2411 kip-ft Maximum Moment (M max ) = 2611 kip-ft Pole section has to provide enough resistance for the moment load at different locations

18 Broms Theory (Granular Soils) Source: Poulos & Davis, 1980

19 Broms Theory (Granular Soils) Cont. Equation for f f = 0.82 [H u / (K p d γ)] 0.5 H u = Ultimate lateral capacity of soil γ = unit weight of the soil K p = Rankine s earth pressure coefficient Tan 2 (45+φ/2)] d = diameter of pole φ = angle of internal friction of the soil Source: Poulos & Davis, 1980

20 Broms Theory (Granular Soils) Cont. Equation for Maximum Moment (M max ) M max = H u [e + (2f /3)] e = eccentricity of load Source: Poulos & Davis, 1980

21 Broms Theory (Granular Soils) Cont. H u = g L K (e + L) p d H u = Ultimate lateral capacity of soil γ = unit weight of the soil L = embedded length of the pile K p = Rankine s earth pressure coefficient =Tan 2 (45+φ/2) φ = angle of internal friction of the soil e = eccentricity of horizontal load d = diameter of pole ( B or d are used for diameter)

22 RUS Method Simplified method For RUS Standard class steel poles (RUS Bulletin 1724E-214) For this specification it will be assumed to be equal to 7 percent of the pole length from pole butt

23 RUS Method (Cont.) * Foundation embedment depth = 10% of Pole Length + 2ft **RUS Point of Fixity depth from Ground Line = Standard Foundation Embedment depth - RUS Point of Fixity from Pole Butt ***Ratio of Depth = (RUS Point of Fixity depth from Ground Line) / (Standard Foundation Embedment depth)

24 Let us Talk about Practice Utilities may/may not provide point of fixity information to pole manufacturer when they use direct embedment poles Manufacturer do not know site specific soil information & foundation depth to determine this point Typically, Engineers who use pre-engineered steel poles check pole section only at the groundline (and above the groundline using design software such as PLSPOLE)

25 Let us Talk about Practice (Cont.) Because pole sections are tapered the extra section of pole below groundline (compared to section of pole at groundline) may likely compensate the extra moment load at point of fixity - but needs to be checked!

26 Let us Talk about Practice (Cont.) In fact, there may be an opportunity to convert tapered section to straight section from point of fixity Because moment loads decreasing after point of fixity May be an economical consideration for deep embedment pole sections Cost of weld worth the transition from tapered to straight section?

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