{"id":15555,"date":"2003-11-01T13:43:20","date_gmt":"2003-11-01T13:43:20","guid":{"rendered":"http:\/\/www.newsteelconstruction.com\/wp\/?p=15555"},"modified":"2014-06-05T11:18:39","modified_gmt":"2014-06-05T11:18:39","slug":"extending-the-empress-state-building","status":"publish","type":"post","link":"https:\/\/www.newsteelconstruction.com\/wp\/extending-the-empress-state-building\/","title":{"rendered":"Extending the Empress State Building"},"content":{"rendered":"<div id=\"attachment_15559\" style=\"width: 220px\" class=\"wp-caption alignleft\"><a href=\"http:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_MainIm.jpg\"><img loading=\"lazy\" decoding=\"async\" aria-describedby=\"caption-attachment-15559\" class=\"size-medium wp-image-15559\" title=\"Ext_MainIm\" src=\"http:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_MainIm-210x300.jpg\" alt=\"\" width=\"210\" height=\"300\" srcset=\"https:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_MainIm-210x300.jpg 210w, https:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_MainIm.jpg 580w\" sizes=\"auto, (max-width: 210px) 100vw, 210px\" \/><\/a><p id=\"caption-attachment-15559\" class=\"wp-caption-text\">The 30 storey Empress State Building South Extension during<br \/>construction (Photography: Morley von Sternberg)<\/p><\/div>\n<h4><strong>An existing thirty-storey concrete office block in west London has been extended both vertically\u00a0<\/strong><strong>and horizontally in steel.\u00a0<\/strong><strong>Dominic Bettison\u00a0<\/strong><strong>and Bjorn Watson report.<\/strong><\/h4>\n<h5 class=\"toggle\"><span><\/span>FACT FILE: The Empress State Building, London<\/h5><div class=\"toggle_content\"><p><strong>Client:<\/strong> Land Securities<br \/>\n<strong>Architect:<\/strong> Wilkinson Eyre Architects<br \/>\n<strong>Structural engineer:<\/strong> Anthony Hunt Associates<br \/>\n<strong>Steelwork contractor:<\/strong> William Hare<\/p><\/div>\n<p>The Empress State Building is a 30-storey\u00a0concrete-framed building constructed in the\u00a0early 1960s. The building plan is a distinctive\u00a0\u2018Y\u2019 or tricorn shape is very inefficient by\u00a0modern space planning standards. Located on\u00a0the west side of London in Earls Court, the\u00a0100m high building at one stage briefly, and for\u00a0a few months only, had the status of London\u2019s\u00a0tallest building. However the Empress State is\u00a0still the tallest significant building in west\u00a0London and boasts fantastic panoramic views\u00a0of the Thames valley.<\/p>\n<p>The Ministry of Defence (MoD) took over the\u00a0building during its construction and as the\u00a0building was the HQ for the British Admiralty,\u00a0and was the centre of operations for the\u00a0Falklands War, perhaps not surprisingly, the\u00a0MoD had maintained a low profile for it and\u00a0few people noticed it on the skyline\u00a0overshadowing the Earls Court Exhibition\u00a0centre.<\/p>\n<p>Wilkinson Eyre was appointed in 2001 as\u00a0architect by the building\u2019s owner Land\u00a0Securities, with Anthony Hunt Associates\u00a0(AHA) as structural engineer. The brief\u00a0required the building to be refurbished and\u00a0extended to provide 450,000ft2 of modern,\u00a0flexible, serviced office accommodation and to\u00a0radically improve the building&#8217;s environmental\u00a0efficiency. Speed of construction was an\u00a0important consideration for the client and a\u00a0very ambitious programme of 76 weeks (a\u00a0completed floor every two weeks) was set and\u00a0adhered to by the construction team headed by\u00a0Bovis Lend Lease.<\/p>\n<p><strong>The brief and initial design proposals\u00a0<\/strong><strong>required:<\/strong><\/p>\n<ul>\n<li>Refurbishment of the existing office space\u00a0at 1st to 26th floors.<\/li>\n<li>Horizontal extension of the existing\u00a0building at the south fa\u00e7ade to increase\u00a0office space from 2nd to 26th floors, with a\u00a0roof terrace at 27th floor<\/li>\n<li>Vertical extension of the existing building\u00a0to increase office space at 27th to 29th\u00a0floors, with a central revolving bar at the\u00a030th floor<\/li>\n<li>Formation of a two-storey circular \u2018drum\u2019\u00a0extension enclosing the base of the existing\u00a0building. On the south side, the drum was\u00a0to form a double-height, glazed reception\u00a0area, with a roof terrace at 2nd floor. The\u00a0north-west drum segment was to contain a\u00a0caf\u00e9 on the ground floor with office space above.<\/li>\n<li>A new underground boiler house on the\u00a0north boundary of the site with a service\u00a0tunnel connection to the existing building\u00a0basement.<\/li>\n<li>A new Piazza Building on the south\u00a0boundary, to provide leisure facilities(restaurant, swimming pool, health club,gym, etc) on two storeys with a limited\u00a0plant basement.<\/li>\n<li>A new Entrance Building fronting Lillie\u00a0Road with office space on three storeys.<\/li>\n<li>Re-landscaping (both hard and soft) the site.<\/li>\n<\/ul>\n<p>The building\u2019s existing plan has a central\u00a0reinforced concrete lift and stair core with WC\u00a0facilities, and further stairs and lifts located at\u00a0the end of each wing. Internally the plan has\u00a0been re-organised locating the WCs from the\u00a0external cores and grouping them around the\u00a0central core. This creates space for three\u00a0dedicated plant rooms on each floor which in\u00a0turn provides flexibility by allowing the floor\u00a0plate to be sub-divided into three tenancies\u00a0each with dedicated servicing.<\/p>\n<p><strong>The south facade extension<\/strong><\/p>\n<p>The most challenging modification both\u00a0structurally and architecturally to the typical\u00a0floor, however, has been to extend the main\u00a0south portion of the floor plate by 5.5m. The\u00a0extension provides pure net additional floor\u00a0space. The extended floors rise from the 3rd to\u00a0the 26th floor with the lid of this extension\u00a0forming an external terrace for the 27th floor.\u00a0One of the key architectural aspirations was to\u00a0maximise physically and psychologically the\u00a010ft floor to floor height. The ceiling heights,\u00a0which are already low by modern standards,\u00a0needed to allow for a slim raised access floor\u00a0(75mm) and soffit-mounted chilled beams. Due\u00a0to the restricted floor-to-ceiling height it was\u00a0decided that suspended ceilings were\u00a0inappropriate. Instead radially mounted, soffit-hung\u00a0chilled beams were purpose designed.<\/p>\n<div id=\"attachment_15560\" style=\"width: 310px\" class=\"wp-caption alignleft\"><a href=\"http:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P2.jpg\"><img loading=\"lazy\" decoding=\"async\" aria-describedby=\"caption-attachment-15560\" class=\"size-medium wp-image-15560\" title=\"Ext_P2\" src=\"http:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P2-300x280.jpg\" alt=\"\" width=\"300\" height=\"280\" srcset=\"https:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P2-300x280.jpg 300w, https:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P2.jpg 580w\" sizes=\"auto, (max-width: 300px) 100vw, 300px\" \/><\/a><p id=\"caption-attachment-15560\" class=\"wp-caption-text\">South Extension new structure during construction. (Photography: Morley von Sternberg)<\/p><\/div>\n<p>These supplied all tempered fresh air, lighting,\u00a0sprinklers, smoke detection and PA system to\u00a0the floors.\u00a0The frame was erected floor by floor and\u00a0effectively formed a creeping working\u00a0platform. This allowed the south elevation&#8217;s\u00a0upper floors&#8217; existing cladding to be stripped\u00a0off and the necessary structural connections\u00a0and modifications to take place without\u00a0employing dedicated scaffolding. These\u00a0additional benefits combined with the intrinsic\u00a0speed of the composite frame enabled fast\u00a0construction with roughly a floor per week\u00a0erected.<\/p>\n<p>This type of construction also highlighted\u00a0issues of differential tolerance between the\u00a01960s in-situ concrete frame and the tighter\u00a0tolerances of the modern steel frame. Careful\u00a0design and analysis of survey information and\u00a0calculations ensured that the floors did not\u00a0creep relative to one another as the steel frame\u00a0rose up the building. There was little margin of\u00a0error available for mis-alignment of floors as\u00a0both the raised floors&#8217; zones and overhead\u00a0services had to run through without interruption from the existing structure into\u00a0the new. The use of shadow gaps was therefore\u00a0widely employed in order to introduce\u00a0tolerance between elements particularly above\u00a0the 9m chilled beams as they spanned from old\u00a0to new.<\/p>\n<p>It has been said that this is probably the tallest\u00a0example in the world of a steel frame tied to an\u00a0existing concrete frame. Whether this is the\u00a0case or not this particular element presented\u00a0huge technical problems for all involved which\u00a0were ultimately successfully overcome.<\/p>\n<p><strong>Environmental improvements<\/strong><\/p>\n<div id=\"attachment_15572\" style=\"width: 200px\" class=\"wp-caption alignleft\"><a href=\"http:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P3-3.jpg\"><img loading=\"lazy\" decoding=\"async\" aria-describedby=\"caption-attachment-15572\" class=\" wp-image-15572  \" title=\"Ext_P3-3\" src=\"http:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P3-3-264x300.jpg\" alt=\"\" width=\"190\" height=\"216\" srcset=\"https:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P3-3-264x300.jpg 264w, https:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P3-3.jpg 580w\" sizes=\"auto, (max-width: 190px) 100vw, 190px\" \/><\/a><p id=\"caption-attachment-15572\" class=\"wp-caption-text\">Exploded axonometric (Drawing: Wilkinson Eyre Architects)<\/p><\/div>\n<p>A major objective of the refurbishment was to\u00a0greatly improve the environmental efficiency of\u00a0the building. The original single-glazed\u00a0cladding to all elevations did not have any\u00a0insulation or any form of solar control. All\u00a0facades were therefore re-clad with modern\u00a0high performance cladding systems using\u00a0solar control double glazing, thermal breaks\u00a0and <em>brise soleil <\/em>shading.<\/p>\n<p>The south fa\u00e7ade was subject to enhanced\u00a0treatment due to its orientation and\u00a0prominence. A full height \u2018shield\u2019 of external\u00a0aluminium <em>brise soleil <\/em>louvres has been\u00a0incorporated into the cladding system.\u00a0Without the aid of scaffolding it was\u00a0impossible to install a standard \u2018stick type\u2019\u00a0curtain walling system. Instead pre-fabricated\u00a0and pre-glazed storey height cladding panels\u00a0were installed to the south.<\/p>\n<p>These panels came\u00a0pre-assembled with their external walkways\u00a0and full height horizontal aluminium <em>brisesoleil\u00a0<\/em>louvres.<\/p>\n<p><strong>Upper floors: upwards extension<\/strong><\/p>\n<p>The building had originally had a reduced-size\u00a0floor plate at level 27. Above this protruded an\u00a0unusual structure, pod-like in appearance,\u00a0which came to be known as the \u2018crows nest\u2019.\u00a0This structure effectively set the overall 100m\u00a0height of the building and it was stipulated by\u00a0the local planners that any new\u00a0accommodation should not exceed this.<\/p>\n<div id=\"attachment_15565\" style=\"width: 310px\" class=\"wp-caption alignleft\"><a href=\"http:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P3-1.jpg\"><img loading=\"lazy\" decoding=\"async\" aria-describedby=\"caption-attachment-15565\" class=\"size-medium wp-image-15565\" title=\"Ext_P3-1\" src=\"http:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P3-1-300x192.jpg\" alt=\"\" width=\"300\" height=\"192\" srcset=\"https:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P3-1-300x192.jpg 300w, https:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P3-1.jpg 580w\" sizes=\"auto, (max-width: 300px) 100vw, 300px\" \/><\/a><p id=\"caption-attachment-15565\" class=\"wp-caption-text\">View of upwards extension structure (Photography: Giles Barnard)<\/p><\/div>\n<div id=\"attachment_15566\" style=\"width: 310px\" class=\"wp-caption alignleft\"><a href=\"http:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P3-2.jpg\"><img loading=\"lazy\" decoding=\"async\" aria-describedby=\"caption-attachment-15566\" class=\"size-medium wp-image-15566\" title=\"Ext_P3-2\" src=\"http:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P3-2-300x190.jpg\" alt=\"\" width=\"300\" height=\"190\" srcset=\"https:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P3-2-300x190.jpg 300w, https:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P3-2.jpg 580w\" sizes=\"auto, (max-width: 300px) 100vw, 300px\" \/><\/a><p id=\"caption-attachment-15566\" class=\"wp-caption-text\">The distinctive &#8216;Y&#8217; or tricorn shape is clearly visible (Photography: Courtesy of Bovis Lend Lease \u2013 Christof\/Ben Bovis)<\/p><\/div>\n<p>All existing concrete structure from level 27\u00a0and above was demolished. The roof top plant\u00a0was cleared away and re-located at ground\u00a0level in part of the new double height \u2018drum\u2019\u00a0element. It was then possible to add\u00a0accommodation at roof level in the form of a\u00a0three-storey lightweight steel and glass\u00a0structure which was crowned by a fully glazed\u00a0drum structure housing a revolving bar. The\u00a0facades to floors 28 and 29 incline dramatically\u00a0outwards.<\/p>\n<p>The new structure took the shape of the\u00a0existing floors below but was pulled back from\u00a0the edge of the building on the east and west\u00a0elevations in order to express it as a new\u00a0addition. This strategy however generated\u00a0complexities for the structural engineers as the\u00a0CHS steel columns of the new addition could\u00a0not directly transfer load to the existing RC\u00a0columns below. Carbon fibre stiffening plates\u00a0bonded to the existing slab were originally\u00a0considered but the time and money available\u00a0combined with the specialist nature of the\u00a0work discounted this solution. Instead a\u00a0transfer structure consisting of pre-cambered\u00a0beams forming a steel grillage was installed in\u00a0order to re-direct loads to the existing \u00a0columns.\u00a0The steel grillage was \u2018hidden from view\u2019 by an\u00a0extra deep raised floor zone with the services\u00a0running through holes formed in the steel\u00a0beams.<\/p>\n<p>Above this element the floor plates were\u00a0constructed from CHS steel columns\u00a0supporting beams carrying permanent metal\u00a0deck shuttering with a structural topping. The\u00a0existing central and perimeter cores containing\u00a0lifts, escape stairs and service risers, formed\u00a0from reinforced concrete, were extended\u00a0upwards and used to tie back and stabilise the\u00a0new structure. Owing to the need for quick\u00a0construction demolition, forming of the RC\u00a0work, and erection of the new structure had to\u00a0take place in parallel in a very restricted area\u00a027 storeys above ground level &#8211; a major feat of\u00a0construction and planning.<\/p>\n<p><strong>Structural aspects:\u00a0<\/strong><strong>South fa\u00e7ade extension<\/strong><\/p>\n<p>The existing reinforced concrete structure has\u00a0a floor-to-floor height of 3.05m and the\u00a0refurbishment proposals were to provide a\u00a0limited 75mm false floor with chilled beams to\u00a0the existing soffits to maximise the clear\u00a0headroom. The challenge therefore was to\u00a0achieve a structural floor plate no thicker than\u00a0the existing 8\u201d slab to maintain the proposed\u00a0raised floor zone and soffit levels.<\/p>\n<p>The solution was to provide an arrangement,\u00a0applying from 3rd to 27th floors, that\u00a0comprised a braced steel frame supporting\u00a0precast pre-stressed concrete planks laid\u00a0parallel to the existing and new fa\u00e7ades. The\u00a0precast planks are topped with a composite\u00a0reinforced screed, which provides in-plane\u00a0stability via post-drilled connections to the\u00a0existing slab. The planks are supported on\u00a0fabricated asymmetric I-section beams, which\u00a0span radially between H-section columns tied\u00a0to the existing fa\u00e7ade columns and H-section\u00a0columns at the new fa\u00e7ade. The edge beam at\u00a0the new fa\u00e7ade supports the glazing and the\u00a0proposed external maintenance walkways and\u00a0louvers. It is therefore subjected to torsional\u00a0loads and so a rectangular hollow section\u00a0(RHS) beam was provided.<\/p>\n<p>A further challenge was to ensure\u00a0compatibility between the new and existing\u00a0floors taking into account the differential\u00a0vertical movement of the new steel frame and\u00a0the existing concrete subject to varying dead,\u00a0superimposed and \u00a0temperature loads during\u00a0both the construction and in service. This\u00a0movement had to be accommodated while\u00a0ensuring that the new extension was\u00a0adequately tied to the existing structure. A\u00a0vertical slip joint was therefore detailed at the\u00a0new-to-existing column tie and the new-to\u00a0existing slab connection is partially released\u00a0near the columns.<\/p>\n<p><strong>Upper floors: upward extension<\/strong><\/p>\n<p>With the exception of the central and apex\u00a0core, most of the existing reinforced concrete\u00a0super-structure, including the 30th floor\u00a0observation room, was demolished down to the\u00a0existing 27th floor slab.<\/p>\n<div id=\"attachment_15573\" style=\"width: 310px\" class=\"wp-caption alignleft\"><a href=\"http:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P4.jpg\"><img loading=\"lazy\" decoding=\"async\" aria-describedby=\"caption-attachment-15573\" class=\"size-medium wp-image-15573\" title=\"Ext_P4\" src=\"http:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P4-300x166.jpg\" alt=\"\" width=\"300\" height=\"166\" srcset=\"https:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P4-300x166.jpg 300w, https:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_P4.jpg 580w\" sizes=\"auto, (max-width: 300px) 100vw, 300px\" \/><\/a><p id=\"caption-attachment-15573\" class=\"wp-caption-text\">View of upwards extension viewing platform (Photography: Morley Von Sternberg)<\/p><\/div>\n<p>The superstructure for the 27th to 29th floors\u00a0comprises a braced steel frame supporting a\u00a0bespoke composite \u2018Slimflor\u2019 solution. This\u00a0floor structure utilises a 215mm deep\u00a0lightweight concrete slab composite with\u00a0100mm deep permanent metal decking. This\u00a0spans parallel to the fa\u00e7ades and is supported\u00a0on fabricated asymmetric I-section beams\u00a0(FASB). The FASB beams are supported on\u00a0CHS columns at the fa\u00e7ades and steel \u2018cellform\u2019\u00a0spine beams along the central spine, which in\u00a0turn span between CHS columns. The slab tied\u00a0to the central and apex cores provides the in-plane\u00a0stability.<\/p>\n<p>The existing 27th floor slab and perimeter\u00a0beams are unable to carry the new perimeter\u00a0column loads from above. Therefore, along the\u00a0east and west fa\u00e7ades, where the roof extension\u00a0building line steps in, a grillage of H-section\u00a0beams is provided to transfer the new column\u00a0loads to the existing columns below. At the\u00a0south fa\u00e7ade, where the roof extension\u00a0building line coincides with the existing fa\u00e7ade\u00a0below, the existing perimeter beam was\u00a0demolished and re-constructed in reinforced\u00a0concrete to transfer the new column loads to\u00a0the existing columns.<\/p>\n<p>At the 30th floor level, the bespoke \u2018Slimflor\u2019\u00a0construction is replaced with H-section beams\u00a0supporting cold-formed purlins and\u00a0lightweight roofing. These beams extend\u00a0outwards, as cantilevers over the perimeter\u00a0columns, to support the fa\u00e7ade cleaning cradle\u00a0rails. Within the central area, the H-section\u00a0beams, together with isolated I-section and\u00a0\u2018cellform\u2019 beams, support a 200mm thick\u00a0lightweight concrete composite slab on 70mm\u00a0deep permanent metal decking and the subframe\u00a0for the revolving bar floor. Springing\u00a0from this level, extensions to the core walls,\u00a0together with external fabricated plate\u00a0columns around the bar perimeter and,\u00a0internally, CHS and H-section columns,\u00a0support the support the bar roof and a central\u00a0open-top plant room.<\/p>\n<p><strong>Existing structure modifications:\u00a0<\/strong><strong>Loading down<\/strong><\/p>\n<p>Careful analysis of the existing and proposed\u00a0loads demonstrated that the removal of the\u00a0existing finishes and floor screeds equates at\u00a0ground floor level to the load of the proposed\u00a0roof extension. Therefore in general the loads\u00a0applied to the existing foundations are\u00a0unchanged.<\/p>\n<p><strong>Overall dynamics<\/strong><\/p>\n<p>A dynamic analysis of the existing frame\u00a0revealed that the structure exhibits two\u00a0principle modes of oscillation, a translational\u00a0and a torsional, at approximately the same\u00a0fundamental frequency, about 0.5Hz. However,\u00a0the horizontal deflection of the existing\u00a0structure subject to the equivalent static wind\u00a0load is very small. Therefore the dynamic\u00a0response of the existing structure is unlikely to\u00a0cause concern to the occupants.<\/p>\n<p><strong>New foundations<\/strong><\/p>\n<p>At the existing south fa\u00e7ade, the loading down\u00a0analysis revealed that the existing piles could\u00a0not resist the proposed loads without\u00a0significant and unpredictable settlements.\u00a0Therefore, to limit the increased loads on these\u00a0piles, new external piles and cantilever ground\u00a0beams, counterbalanced by the new south\u00a0fa\u00e7ade columns, were used to support the\u00a0additional loads in the existing columns. The\u00a0new piles are large diameter, bored, cast-inplace\u00a0concrete piles and the ground beams are\u00a0extremely stiff reinforced concrete beams.<\/p>\n<p><strong>Credits<\/strong><\/p>\n<p><em>Dominic Bettison is an associate at Wilkinson\u00a0<\/em><em>Eyre and was project associate for the Empress\u00a0<\/em><em>State.\u00a0<\/em><em>Bjorn Watson is a director at Anthony Hunt\u00a0<\/em><em>Associates based in their Cirencester office. He\u00a0<\/em><em>was formally a director of YRM<\/em><\/p>\n","protected":false},"excerpt":{"rendered":"<p>An existing thirty-storey concrete office block in west London has been extended both vertically\u00a0and horizontally in steel.\u00a0Dominic Bettison\u00a0and Bjorn Watson report. The Empress State Building is a 30-storey\u00a0concrete-framed building constructed in the\u00a0early 1960s. The building plan is a distinctive\u00a0\u2018Y\u2019 or tricorn shape is very inefficient by\u00a0modern space planning standards. Located on\u00a0the west side of London [&hellip;]<\/p>\n","protected":false},"author":2,"featured_media":15559,"comment_status":"closed","ping_status":"closed","sticky":false,"template":"","format":"standard","meta":{"jetpack_post_was_ever_published":false,"_jetpack_newsletter_access":"","_jetpack_dont_email_post_to_subs":false,"_jetpack_newsletter_tier_id":0,"_jetpack_memberships_contains_paywalled_content":false,"_jetpack_memberships_contains_paid_content":false,"footnotes":""},"categories":[4],"tags":[29,324,128],"class_list":["post-15555","post","type-post","status-publish","format-standard","has-post-thumbnail","hentry","category-feature","tag-london","tag-office","tag-william-hare"],"jetpack_featured_media_url":"https:\/\/www.newsteelconstruction.com\/wp\/wp-content\/uploads\/2003\/11\/Ext_MainIm.jpg","jetpack_sharing_enabled":true,"jetpack_shortlink":"https:\/\/wp.me\/p3WsLP-42T","_links":{"self":[{"href":"https:\/\/www.newsteelconstruction.com\/wp\/wp-json\/wp\/v2\/posts\/15555","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/www.newsteelconstruction.com\/wp\/wp-json\/wp\/v2\/posts"}],"about":[{"href":"https:\/\/www.newsteelconstruction.com\/wp\/wp-json\/wp\/v2\/types\/post"}],"author":[{"embeddable":true,"href":"https:\/\/www.newsteelconstruction.com\/wp\/wp-json\/wp\/v2\/users\/2"}],"replies":[{"embeddable":true,"href":"https:\/\/www.newsteelconstruction.com\/wp\/wp-json\/wp\/v2\/comments?post=15555"}],"version-history":[{"count":9,"href":"https:\/\/www.newsteelconstruction.com\/wp\/wp-json\/wp\/v2\/posts\/15555\/revisions"}],"predecessor-version":[{"id":15577,"href":"https:\/\/www.newsteelconstruction.com\/wp\/wp-json\/wp\/v2\/posts\/15555\/revisions\/15577"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/www.newsteelconstruction.com\/wp\/wp-json\/wp\/v2\/media\/15559"}],"wp:attachment":[{"href":"https:\/\/www.newsteelconstruction.com\/wp\/wp-json\/wp\/v2\/media?parent=15555"}],"wp:term":[{"taxonomy":"category","embeddable":true,"href":"https:\/\/www.newsteelconstruction.com\/wp\/wp-json\/wp\/v2\/categories?post=15555"},{"taxonomy":"post_tag","embeddable":true,"href":"https:\/\/www.newsteelconstruction.com\/wp\/wp-json\/wp\/v2\/tags?post=15555"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}