{"id":66680,"date":"2026-10-13T08:34:59","date_gmt":"2026-10-13T05:34:59","guid":{"rendered":"https:\/\/wpcalc.com\/en\/?p=66680"},"modified":"2026-10-13T08:34:59","modified_gmt":"2026-10-13T05:34:59","slug":"euler-buckling-load","status":"publish","type":"post","link":"https:\/\/wpcalc.com\/en\/engineering\/euler-buckling-load\/","title":{"rendered":"Euler Buckling Load"},"content":{"rendered":"<section class=\"not-prose calculator-box\" aria-labelledby=\"calculator-title\"><div class=\"flex items-baseline sm:items-center justify-between gap-2 sm:gap-3\"><div class=\"flex flex-col sm:flex-row sm:items-center gap-2\"><span class=\"icon icon-calculator text-primary-700! text-base! dark:text-primary-300!\" aria-hidden=\"true\"><\/span><h2 id=\"calculator-title\" class=\"text-lg font-display font-bold\">Estimate When a Slender Column Buckles<\/h2><\/div><div class=\"calcdash-favorite group\">\n  <button type=\"button\" class=\"favorite\" id=\"favorite\" data-favorite-id=\"66680\" data-favorite-title=\"Euler Buckling\" data-favorite-url=\"https:\/\/wpcalc.com\/en\/engineering\/euler-buckling-load\/\" data-favorite-excerpt=\"Calculate the critical Euler buckling load of a slender column from its length, Young&#039;s modulus, second moment of area and end conditions. Enter the column properties and see the load at which it buckles.\" aria-label=\"Add to Favorites\" data-favorite-icon=\"icon icon-civil\">\n    <span class=\"icon icon-shape-star-empty\" aria-hidden=\"true\"><\/span>\n  <\/button>\n  <div class=\"calcdash-favorite__tip\" aria-hidden=\"true\">\n   <span class=\"favorite-tooltip\" id=\"favorite-tooltip\"><\/span>\n  <\/div>\n  <span class=\"sr-only\" role=\"status\" id=\"favorite-status\"><\/span>\n<\/div><\/div><form action=\"https:\/\/wpcalc.com\/en\/engineering\/euler-buckling-load\/\" method=\"POST\" class=\"calculator\" id=\"calculator-66680\" data-post=\"66680\"><fieldset class=\"fieldset-input is-2\"><legend class=\"sr-only\">Input Fields<\/legend><div class=\"field has-term\" id=\"input-1\"><label for=\"field-1\">Column length (L)<\/label><div class=\"term\">L<\/div>  <div class=\"absolute bottom-0 left-16 top-8 w-2 h-0.5 bg-blue-500\"><\/div><div class=\"field-group\"><input type=\"text\" name=\"column_length_l\" id=\"field-1\" aria-describedby=\"calc-info-1\" data-number inputmode=\"decimal\" autocomplete=\"off\" spellcheck=\"false\" min=\"0.01\" value=\"3\"\/><div class=\"grid grid-cols-1\"><select id=\"field-2\" name=\"unit\" aria-label=\"Unit\"><option value=\"m\" selected>m<\/option><option value=\"ft\">ft<\/option><\/select><svg class=\"pointer-events-none col-start-1 row-start-1 mr-2 size-5 self-center justify-self-end text-gray-500 sm:size-4\" viewBox=\"0 0 16 16\" fill=\"currentColor\" aria-hidden=\"true\" data-slot=\"icon\">\n              <path fill-rule=\"evenodd\" d=\"M4.22 6.22a.75.75 0 0 1 1.06 0L8 8.94l2.72-2.72a.75.75 0 1 1 1.06 1.06l-3.25 3.25a.75.75 0 0 1-1.06 0L4.22 7.28a.75.75 0 0 1 0-1.06Z\" clip-rule=\"evenodd\" \/>\n            <\/svg><\/div><\/div><small id=\"calc-info-1\">Unsupported length of the column<\/small><\/div><div class=\"field has-term\" id=\"input-2\"><label for=\"field-3\">Young&#039;s modulus (E)<\/label><div class=\"term\">E<\/div>  <div class=\"absolute bottom-0 left-16 top-8 w-2 h-0.5 bg-blue-500\"><\/div><div class=\"field-group\"><input type=\"text\" name=\"youngs_modulus_e\" id=\"field-3\" aria-describedby=\"calc-info-3\" data-number inputmode=\"decimal\" autocomplete=\"off\" spellcheck=\"false\" min=\"1.0E-6\" value=\"200\"\/><div class=\"grid grid-cols-1\"><select id=\"field-4\" name=\"unit\" aria-label=\"Unit\"><option value=\"GPa\" selected>GPa<\/option><option value=\"MPa\">MPa<\/option><option value=\"psi\">psi<\/option><\/select><svg class=\"pointer-events-none col-start-1 row-start-1 mr-2 size-5 self-center justify-self-end text-gray-500 sm:size-4\" viewBox=\"0 0 16 16\" fill=\"currentColor\" aria-hidden=\"true\" data-slot=\"icon\">\n              <path fill-rule=\"evenodd\" d=\"M4.22 6.22a.75.75 0 0 1 1.06 0L8 8.94l2.72-2.72a.75.75 0 1 1 1.06 1.06l-3.25 3.25a.75.75 0 0 1-1.06 0L4.22 7.28a.75.75 0 0 1 0-1.06Z\" clip-rule=\"evenodd\" \/>\n            <\/svg><\/div><\/div><small id=\"calc-info-3\">Steel \u2248 200 GPa (29,000 ksi), aluminum \u2248 69 GPa, wood \u2248 11 GPa<\/small><\/div><div class=\"field has-term\" id=\"input-3\"><label for=\"field-5\">Second moment of area (I)<\/label><div class=\"term\">I<\/div>  <div class=\"absolute bottom-0 left-16 top-8 w-2 h-0.5 bg-blue-500\"><\/div><div class=\"field-group\"><input type=\"text\" name=\"second_moment_of_area_i\" id=\"field-5\" aria-describedby=\"calc-info-5\" data-number inputmode=\"decimal\" autocomplete=\"off\" spellcheck=\"false\" min=\"1.0E-6\" value=\"1000\"\/><div class=\"grid grid-cols-1\"><select id=\"field-6\" name=\"unit\" aria-label=\"Unit\"><option value=\"cm4\" selected>cm\u2074<\/option><option value=\"mm4\">mm\u2074<\/option><option value=\"in4\">in\u2074<\/option><\/select><svg class=\"pointer-events-none col-start-1 row-start-1 mr-2 size-5 self-center justify-self-end text-gray-500 sm:size-4\" viewBox=\"0 0 16 16\" fill=\"currentColor\" aria-hidden=\"true\" data-slot=\"icon\">\n              <path fill-rule=\"evenodd\" d=\"M4.22 6.22a.75.75 0 0 1 1.06 0L8 8.94l2.72-2.72a.75.75 0 1 1 1.06 1.06l-3.25 3.25a.75.75 0 0 1-1.06 0L4.22 7.28a.75.75 0 0 1 0-1.06Z\" clip-rule=\"evenodd\" \/>\n            <\/svg><\/div><\/div><small id=\"calc-info-5\">Area moment of inertia of the cross-section about the weak (buckling) axis<\/small><\/div><div class=\"field\" id=\"input-4\"><label for=\"field-7\">End condition (K)<\/label><div class=\"grid grid-cols-1\"><select id=\"field-7\" name=\"end_condition_k\"><option value=\"1\" selected>Pinned\u2013pinned (K = 1)<\/option><option value=\"2\">Fixed\u2013free, cantilever (K = 2)<\/option><option value=\"0.5\">Fixed\u2013fixed (K = 0.5)<\/option><option value=\"0.7\">Fixed\u2013pinned (K = 0.7)<\/option><\/select><svg class=\"pointer-events-none col-start-1 row-start-1 mr-2 size-5 self-center justify-self-end text-gray-500 sm:size-4\" viewBox=\"0 0 16 16\" fill=\"currentColor\" aria-hidden=\"true\" data-slot=\"icon\">\n              <path fill-rule=\"evenodd\" d=\"M4.22 6.22a.75.75 0 0 1 1.06 0L8 8.94l2.72-2.72a.75.75 0 1 1 1.06 1.06l-3.25 3.25a.75.75 0 0 1-1.06 0L4.22 7.28a.75.75 0 0 1 0-1.06Z\" clip-rule=\"evenodd\" \/>\n            <\/svg><\/div><\/div><\/fieldset><div class=\"buttons\"><button type=\"submit\" data-text=\"Re-Calculate\" id=\"calculate-button\" data-post=\"66680\">Calculate<\/button><button type=\"reset\">Reset<\/button><\/div><div class=\"field is-checkbox hidden!\" id=\"field-auto-calc\"><input type=\"checkbox\" id=\"auto-calc\"><label for=\"auto-calc\">Calculate automatically<\/label><small>If enabled, the result will update automatically when you change any value.<\/small><\/div><div class=\"fieldset-result is-hidden\" aria-labelledby=\"result-title\" aria-live=\"polite\" role=\"region\"> <h3 class=\"result-title bg-gradient-to-r from-primary-50 to-gray-50 dark:from-primary-900 dark:to-gray-800\" id=\"result-title\"><span class=\"icon icon-s-pulse\" aria-hidden=\"true\"><\/span> Buckling Results<\/h3><div class=\"result-box\"><div class=\"field-result\" id=\"output-1\"><span class=\"field-title\"><span>Critical buckling load<\/span><span class=\"result-term\">Pcr<\/span><\/span><span class=\"field-value\" id=\"result-1\"><\/span><button type=\"button\" class=\"copy-result\" data-tooltip=\"Copy Result\" aria-label=\"Copy Result\"><span class=\"copy-icon icon icon-document-copy\" aria-hidden=\"true\"><\/span><\/button><\/div><div class=\"field-result\" id=\"output-2\"><span class=\"field-title\"><span>Effective length<\/span><span class=\"result-term\">KL<\/span><\/span><span class=\"field-value\" id=\"result-2\"><\/span><button type=\"button\" class=\"copy-result\" data-tooltip=\"Copy Result\" aria-label=\"Copy Result\"><span class=\"copy-icon icon icon-document-copy\" aria-hidden=\"true\"><\/span><\/button><\/div><\/div><div class=\"result-actions\"><button type=\"button\" class=\"copy-link\"><svg viewBox=\"0 0 20 20\" fill=\"currentColor\" aria-hidden=\"true\"><path d=\"M12.232 4.232a2.5 2.5 0 0 1 3.536 3.536l-1.225 1.224a.75.75 0 0 0 1.061 1.06l1.224-1.224a4 4 0 0 0-5.656-5.656l-3 3a4 4 0 0 0 .225 5.865.75.75 0 0 0 .977-1.138 2.5 2.5 0 0 1-.142-3.667l3-3Z\"\/><path d=\"M11.603 7.963a.75.75 0 0 0-.977 1.138 2.5 2.5 0 0 1 .142 3.667l-3 3a2.5 2.5 0 0 1-3.536-3.536l1.225-1.224a.75.75 0 0 0-1.061-1.06l-1.224 1.224a4 4 0 1 0 5.656 5.656l3-3a4 4 0 0 0-.225-5.865Z\"\/><\/svg><span class=\"copy-link__text\">Copy link to this calculation<\/span><\/button><span class=\"sr-only\" role=\"status\" id=\"copy-link-status\"><\/span><\/div><\/div><a href=\"#respond\" class=\"hidden transition-opacity duration-300 opacity-0 w-50 text-sm justify-center items-center gap-2 px-4 py-2 rounded bg-gray-200 text-gray-700 hover:bg-gray-300\" id=\"leave-comment\"><span class=\"icon icon-comments\" aria-hidden=\"true\"><\/span>Leave a Comment<\/a><\/form><\/section><section id=\"calc-reactions\" class=\"not-prose hidden my-12 bg-gradient-to-r from-primary-50 to-gray-50 border border-indigo-100 rounded-xl px-6 py-4 shadow-sm\" data-post=\"66680\" aria-live=\"polite\" aria-labelledby=\"calc-reactions-title\"><p id=\"calc-reactions-title\" class=\"text-sm text-gray-500 text-center mb-2\">How did this result make you feel?<\/p><div role=\"group\" aria-labelledby=\"calc-reactions-title\" class=\"grid grid-cols-3 sm:flex sm:flex-row sm:justify-around gap-4 sm:items-center sm:flex-wrap\"><button type=\"button\" aria-pressed=\"false\" class=\"reaction-btn flex flex-col items-center gap-1 text-sm text-gray-700 hover:text-primary-600 cursor-pointer transition-transform hover:scale-105\" data-reaction=\"like\"><span class=\"reaction-count\" data-reaction-count=\"like\">0<\/span><span class=\"reaction text-3xl\" aria-hidden=\"true\">\ud83d\ude00 <\/span><span class=\"reaction-description font-medium\">Like <\/span><\/button><button type=\"button\" aria-pressed=\"false\" class=\"reaction-btn flex flex-col items-center gap-1 text-sm text-gray-700 hover:text-primary-600 cursor-pointer transition-transform hover:scale-105\" data-reaction=\"helpful\"><span class=\"reaction-count\" data-reaction-count=\"helpful\">0<\/span><span class=\"reaction text-3xl\" aria-hidden=\"true\">\ud83d\udca1 <\/span><span class=\"reaction-description font-medium\">Helpful <\/span><\/button><button type=\"button\" aria-pressed=\"false\" class=\"reaction-btn flex flex-col items-center gap-1 text-sm text-gray-700 hover:text-primary-600 cursor-pointer transition-transform hover:scale-105\" data-reaction=\"confused\"><span class=\"reaction-count\" data-reaction-count=\"confused\">0<\/span><span class=\"reaction text-3xl\" aria-hidden=\"true\">\ud83d\ude15 <\/span><span class=\"reaction-description font-medium\">Confused <\/span><\/button><button type=\"button\" aria-pressed=\"false\" class=\"reaction-btn flex flex-col items-center gap-1 text-sm text-gray-700 hover:text-primary-600 cursor-pointer transition-transform hover:scale-105\" data-reaction=\"disappointed\"><span class=\"reaction-count\" data-reaction-count=\"disappointed\">0<\/span><span class=\"reaction text-3xl\" aria-hidden=\"true\">\ud83d\ude1e <\/span><span class=\"reaction-description font-medium\">Disappointed <\/span><\/button><button type=\"button\" aria-pressed=\"false\" class=\"reaction-btn flex flex-col items-center gap-1 text-sm text-gray-700 hover:text-primary-600 cursor-pointer transition-transform hover:scale-105\" data-reaction=\"inaccurate\"><span class=\"reaction-count\" data-reaction-count=\"inaccurate\">0<\/span><span class=\"reaction text-3xl\" aria-hidden=\"true\">\u274c <\/span><span class=\"reaction-description font-medium\">Inaccurate <\/span><\/button><\/div><div id=\"reaction-message\" class=\"hidden mt-8 rounded-md border border-primary-100 bg-white\/50 backdrop-blur-sm px-4 py-2 text-sm text-center shadow-sm\"><\/div><\/section><div class=\"calcdash-ad not-prose calcdash-ad--calc_result calcdash-ad--in-article\"><ins class=\"adsbygoogle\" style=\"display:block\" data-ad-client=\"ca-pub-1721569815777345\" data-ad-slot=\"6317458308\" data-ad-layout=\"in-article\" data-ad-format=\"fluid\"><\/ins><script>(adsbygoogle = window.adsbygoogle || []).push({});<\/script><\/div>\n<style id=\"wpcoderpro-inline-1\">.formula-box {\r\n\tborder-bottom: none !important;\r\n}<\/style><section class=\"formula-box\" aria-labelledby=\"formula-title\">\r\n\t<div id=\"formula-title\" class=\"not-prose font-display mb-4\"><span class=\"icon icon-formula\" aria-hidden=\"true\"><\/span><h2>Euler Buckling<\/h2><\/div>\r\n\t<figure class=\"not-prose formula\">\r\n\t\t<figcaption class=\"formula-title\">Formula<\/figcaption>\r\n\t\t<div class=\"text-base text-gray-800\" id=\"formula\">\n\\[ P_{cr} = \\frac{\\pi^2 E I}{(K L)^2} \\]\n<\/div>\r\n\t<\/figure>\r\n\t<\/p>\n<p><strong>Where:<\/strong><\/p>\n<ul>\n<li>\\(P_{cr}\\) \u2014 critical buckling load (N)<\/li>\n<li>\\(E\\) \u2014 Young's modulus of the column material (Pa)<\/li>\n<li>\\(I\\) \u2014 second moment of area of the cross-section about the weak axis (m\u2074)<\/li>\n<li>\\(L\\) \u2014 unsupported (actual) length of the column (m)<\/li>\n<li>\\(K\\) \u2014 effective length factor, set by the end conditions (dimensionless)<\/li>\n<\/ul>\n<p>The formula gives the axial compressive load at which a perfectly straight, slender column becomes unstable and buckles sideways. The product \\(K L\\) is the <em>effective length<\/em>: the distance between points of zero bending moment, or equivalently the length of an equivalent pinned\u2013pinned column.<\/p>\n<p>\r\n<\/section>\n<style id=\"wpcoderpro-inline-459\">.calculation-box {\r\n\tborder-bottom: none !important;\r\n}<\/style><section id=\"calculation\" class=\"calculation-box\" aria-labelledby=\"calculation-title\">\r\n\t<div id=\"calculation-title\" class=\"not-prose font-display\"><span class=\"icon icon-unordered-list\" aria-hidden=\"true\"><\/span><h2>Euler Buckling \u2013 Calculation Example<\/h2><\/div>\r\n\r\n<\/p>\n<p><strong>Example:<\/strong> a 3 m long steel column with both ends pinned. Steel has \\(E = 200\\ \\text{GPa}\\) and the cross-section has a second moment of area \\(I = 1000\\ \\text{cm}^4 = 1.0 \\times 10^{-5}\\ \\text{m}^4\\) about the buckling axis. Pinned\u2013pinned ends give \\(K = 1\\).<\/p>\n<p>\\[ K L = 1 \\times 3 = 3\\ \\text{m} \\]<\/p>\n<p>\\[ P_{cr} = \\frac{\\pi^2 \\times 200 \\times 10^9 \\times 1.0 \\times 10^{-5}}{3^2} = \\frac{1.9739 \\times 10^7}{9} \\approx 2.193 \\times 10^6\\ \\text{N} \\]<\/p>\n<p><strong>Result:<\/strong> \\(P_{cr} \\approx 2193\\ \\text{kN}\\) (about 493 kip). Any axial load larger than this will buckle the column; the effective length is 3 m.<\/p>\n<p>\n\r\n<\/section>\n<h2>How to Use the Calculator<\/h2>\n<ol>\n<li>Enter the <strong>Column length (L)<\/strong> \u2014 the unsupported length between restraints \u2014 and choose its unit (m or ft).<\/li>\n<li>Enter <strong>Young's modulus (E)<\/strong> of the material and select GPa, MPa or psi. Steel is about 200 GPa, aluminum about 69 GPa, wood about 11 GPa.<\/li>\n<li>Enter the <strong>Second moment of area (I)<\/strong> of the cross-section about the axis where buckling is expected \u2014 normally the weak axis \u2014 and pick cm\u2074, mm\u2074 or in\u2074.<\/li>\n<li>Select the <strong>End condition (K)<\/strong> that matches how the column is actually restrained at both ends.<\/li>\n<li>Read the <strong>Critical buckling load<\/strong> and the <strong>Effective length<\/strong> in the results panel.<\/li>\n<\/ol>\n<h2>What Is Euler Buckling?<\/h2>\n<p>When a slender member is loaded in compression, it can fail not by crushing but by suddenly bowing sideways. This instability is called <strong>buckling<\/strong>, and Leonhard Euler showed in 1744 that the load at which it happens depends not on material strength but on stiffness and geometry. A long, thin column can buckle under a load far below the compressive strength of its material, which is why buckling governs the design of columns, struts, legs of equipment and braces.<\/p>\n<p>The critical insight of Euler's formula is the inverse-square dependence on length: doubling the effective length reduces the buckling load to one quarter. This is why slenderness matters so much, and why fixing a column's ends \u2014 which halves the effective length \u2014 quadruples its capacity. The result \\(P_{cr}\\) is a threshold, not a working load: it is the load at which a perfectly straight, perfectly centered column theoretically becomes unstable.<\/p>\n<p>Interpreting the output is straightforward. If your applied load is well below \\(P_{cr}\\), the column is stable in the Euler sense (though it may still fail in other ways, see below). If the applied load approaches or exceeds \\(P_{cr}\\), the column will buckle \u2014 deflect laterally with little warning and potentially collapse. Real designs therefore keep a substantial safety factor, typically using only 40\u201360% of \\(P_{cr}\\) as an allowable load.<\/p>\n<h2>End Conditions and the Effective Length Factor K<\/h2>\n<p>The factor \\(K\\) converts the actual length into the effective length \\(KL\\) \u2014 the length of an equivalent pinned\u2013pinned column with the same buckling load:<\/p>\n<table>\n<thead>\n<tr>\n<th>End condition<\/th>\n<th>K<\/th>\n<th>Behavior<\/th>\n<\/tr>\n<\/thead>\n<tbody>\n<tr>\n<td>Pinned\u2013pinned<\/td>\n<td>1.0<\/td>\n<td>Rotates freely at both ends; the classic case<\/td>\n<\/tr>\n<tr>\n<td>Fixed\u2013free (cantilever)<\/td>\n<td>2.0<\/td>\n<td>Fixed at base, free at top; worst case<\/td>\n<\/tr>\n<tr>\n<td>Fixed\u2013fixed<\/td>\n<td>0.5<\/td>\n<td>Both ends rigidly held against rotation<\/td>\n<\/tr>\n<tr>\n<td>Fixed\u2013pinned<\/td>\n<td>0.7<\/td>\n<td>One end fixed, the other pinned (theory gives 0.699)<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n<p>In practice, \"fixed\" connections are rarely perfectly rigid, so many codes recommend slightly conservative K values (e.g. 0.65\u20130.8 for fixed\u2013pinned). When in doubt, choosing a larger K gives a safer, lower estimate of capacity.<\/p>\n<h2>Assumptions, Limitations and Practical Tips<\/h2>\n<ul>\n<li><strong>Use the weak axis.<\/strong> Buckling occurs about the axis with the smallest \\(I\\). If the cross-section is asymmetric (e.g. a rectangular section), always use the smaller second moment of area.<\/li>\n<li><strong>Euler's formula is only valid for slender columns.<\/strong> It assumes purely elastic behavior. Short, stocky columns fail by crushing or yielding before the Euler load is reached; the crossover is usually judged with the slenderness ratio \\(KL\/r\\), where \\(r = \\sqrt{I\/A}\\) is the radius of gyration. Euler theory is reliable roughly when \\(KL\/r\\) exceeds about 100 for steel.<\/li>\n<li><strong>Perfect conditions assumed.<\/strong> The formula assumes a perfectly straight column with a perfectly axial load. Real columns have initial crookedness and load eccentricity, so they start bending before \\(P_{cr}\\) and can become unusable earlier.<\/li>\n<li><strong>Other failure modes are not checked.<\/strong> Local buckling of thin walls, crushing, connection failure and lateral-torsional effects must be verified separately.<\/li>\n<li><strong>Apply a safety factor.<\/strong> Building codes (AISC, Eurocode 3) replace the raw Euler load with reduced design curves that account for imperfections; use this calculator for preliminary sizing and concept checks, not final design.<\/li>\n<\/ul>\n<p>If you also need to check bending behavior of a member rather than axial stability, the <a href=\"https:\/\/wpcalc.com\/en\/engineering\/simply-supported-beam-with-center-point-load\/\">simply supported beam with center point load calculator<\/a> covers the classic beam case, and the <a href=\"https:\/\/wpcalc.com\/en\/engineering\/youngs-modulus-spring-resonant-frequency\/\">Young's modulus spring resonant frequency calculator<\/a> shows how the same stiffness property drives vibration behavior.<\/p>\n","protected":false},"excerpt":{"rendered":"<p>Calculate the critical Euler buckling load of a slender column from its length, Young's modulus, second moment of area and end conditions. Enter the column properties and see the load at which it buckles.<\/p>\n","protected":false},"author":3168,"featured_media":0,"comment_status":"open","ping_status":"","sticky":false,"template":"","format":"standard","meta":{"_acf_changed":false,"footnotes":""},"categories":[4],"tags":[97],"class_list":["post-66680","post","type-post","status-publish","format-standard","hentry","category-engineering","tag-beams"],"acf":[],"_links":{"self":[{"href":"https:\/\/wpcalc.com\/en\/wp-json\/wp\/v2\/posts\/66680","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/wpcalc.com\/en\/wp-json\/wp\/v2\/posts"}],"about":[{"href":"https:\/\/wpcalc.com\/en\/wp-json\/wp\/v2\/types\/post"}],"author":[{"embeddable":true,"href":"https:\/\/wpcalc.com\/en\/wp-json\/wp\/v2\/users\/3168"}],"replies":[{"embeddable":true,"href":"https:\/\/wpcalc.com\/en\/wp-json\/wp\/v2\/comments?post=66680"}],"version-history":[{"count":1,"href":"https:\/\/wpcalc.com\/en\/wp-json\/wp\/v2\/posts\/66680\/revisions"}],"predecessor-version":[{"id":66681,"href":"https:\/\/wpcalc.com\/en\/wp-json\/wp\/v2\/posts\/66680\/revisions\/66681"}],"wp:attachment":[{"href":"https:\/\/wpcalc.com\/en\/wp-json\/wp\/v2\/media?parent=66680"}],"wp:term":[{"taxonomy":"category","embeddable":true,"href":"https:\/\/wpcalc.com\/en\/wp-json\/wp\/v2\/categories?post=66680"},{"taxonomy":"post_tag","embeddable":true,"href":"https:\/\/wpcalc.com\/en\/wp-json\/wp\/v2\/tags?post=66680"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}