To safely carry↕γ larger turbines at higher hub hei≈↑>≤ghts, careful consideration musφ≈t be given to the foundation de←©✘sign and system compon♣€ents. A proper geotechnical evalua≤>tion of the soils must occur after ↕✘βall of the structural loads ®γcarrying the tower and nacelle componen¶∏σ∏ts are evaluated. With this informatio←≠n, the foundation designer is abl λ☆e to determine the width and de‍&≤pth of the concrete foundation.

    A vital component to the  εαfoundation system is the →Ωγtower anchor bolt. These anchor φ∏←bolts are responsible for keeping the $βtower and nacelle in™↕ equilibrium. The anchor bolts are in∑∑δstalled during the foundat™•ion forming process in a large r&₽♣σing pattern with a mat∑₩ching inner and outer circle of an&•£ chor bolts symmetrically a¶♥‌round the foundation.

    Typically, between★¥‍§ 140 and 200 anchor bolts are in e‌←→ach foundation design. A thic'∏ ♦k steel embedment ring contai₽×ning holes for the tower anchor bolts ♠φ‌is placed near the botto±↕'m of the foundation pou™®¶≤r, and a template ring – ♥∏♣ostensibly, a thinner ®∞steel ring with matching ho←™les – is placed at the topδ✔<γ of the foundation pour. Each≤♥♠€ anchor bolt is fitted ≤×∑with PVC sleeves running between ±↕₩♣the steel rings so they ≈π φare flush against each ri★ε‌>ng surface in order to keep&©₹ the anchor bolts de-bonded durin'∞<g the foundation pouring≈→↔♥ operation.

    A heavy patt× ern hex nut and washer are underne>≥♠ath the embedment ring a 'nd similarly placed ✘∑™on the tower base pla∞∏δte. (Prior to placing ₩ the tower base plate, the tempo‌→•$rary template ring is r←φλemoved after the concrete pour.) ♣∑×±It should also be noted the ÷&↕✘tower base section is shimmed into pos←₽•ition above the top of the pedesta€♠€l foundation pour, and theσ↑→ voided area between is filled with a ☆×♥"high-strength epoxy grout to comple•←♦te the grout pad.

    Once the gro×☆ ★ut pad is cured, all of the tower an™∑★chor bolts are pre-tensioned to a load •≈Ω¥specified by the foundation desγπσigner and locked off by torqu∞∞βφing the top hex nuts to±π remove the stretch cre®↓≈ated. The pre-tensioning pr∞♦ocess is typically achiev₹&♠ed by using small-diameter, comp∞★®→act, high-psi capacit¥≈y calibrated tensioners₹↓ . This elastic stretch created by tensi'™oning under load is p 'φ£ermanently transferred to the anchor b♣δ≈olt by torquing the nut pr♠←ior to removing pressure from the tensi‍​☆πoning jack.

    After pre-tensioning the←÷ tower anchor bolts in a predetermined ÷¥selected pattern across the foundation,₽  the ring pattern of the anchor bolts ¥αis placed into compression. Theref¶•™ore, the equilibrium is mainta '∑εined as varying load cycles are cβ★ontinuously placed on t£Ωhe foundation. Desig₹£☆ners specify an anchor bolt lock-off prδ₩✘e-tensioning load to be at a level wh×←ere the maximum externalαδ↑ design load that is placed on ₩₽₩the foundation is never reacε'hed.

    Pre-tensio☆∞ning prevents the anchor b € olts from stretching and≤δ relaxing, which can lead to ∞ long-term fatigue, and al"§so mitigates spalling or↕λ± cracking of the concrete from t♦♠ensile stresses.

    The normal÷•→ practice is for the foundation design§​♦er to specify a lock-off≤×" load that takes into considerati®•✔♠on in-service design loads and, i§&n addition, losses such as natural reε✔laxation loss in the steel (genera¥ lly averages 2% max) and slight♥‍​↔ creep losses in the foun¶σdation itself under l↕✔ βoad. Creep refers to the slight mo♣π"vement over time to the concrete &≤€•ndash; and, to a lesser extent, the↕​≥σ steel tower base as a result of being♣÷ under the pre-tensio↕±✔n load. Movement resulting from the✔♠​$ so-called creep results in a loss of d>™irect pre-tension loa≥ d.

Anchor Bolt/ Anchor Cage For ♣©☆Wind Turbine Foundation  &n★‍ bsp;        

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