{"id":4608,"date":"2026-10-22T06:23:45","date_gmt":"2026-10-22T06:23:45","guid":{"rendered":"https:\/\/www.ggsteelstruct.com\/projects\/cgn-headquarters-high-rise\/"},"modified":"2026-10-22T22:14:04","modified_gmt":"2026-10-22T22:14:04","slug":"cgn-headquarters-high-rise","status":"publish","type":"page","link":"https:\/\/www.ggsteelstruct.com\/es\/projects\/cgn-headquarters-high-rise\/","title":{"rendered":"Sede Central de CGN de Gran Altura"},"content":{"rendered":"\t\t
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  1. Home<\/a><\/li>
  2. Projects<\/a><\/li>
  3. CGN Headquarters High-Rise<\/li><\/ol>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t
    \n\t\t\t\t\tCase study \u00b7 High-rise SRC<\/span>\t\t\t\t<\/div>\n\t\t\t\t
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    Owner: CGN<\/span>Main contractor: CSCEC 8th Bureau<\/span>Q355C \u00b7 Q420GJC<\/span><\/div>\t\t\t\t<\/div>\n\t\t\t\t
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    CGN Headquarters High-Rise: 18,472 t of Steel for Three Towers<\/em><\/h1>\t\t\t\t<\/div>\n\t\t\t\t
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    Box SRC mega columns, H-section SRC beams and a concrete-filled tube podium frame for the China General Nuclear headquarters in Longgang, Shenzhen. Fabricated in Guangdong for CSCEC 8th Bureau, 2018\u20132021.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t

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    18,472 t<\/strong>Structural steel supplied<\/span><\/div>\t\t\t\t<\/div>\n\t\t\t\t
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    328,900 m\u00b2<\/strong>Gross floor area<\/span><\/div>\t\t\t\t<\/div>\n\t\t\t\t
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    3 towers + podium<\/strong>All in steel or SRC<\/span><\/div>\t\t\t\t<\/div>\n\t\t\t\t
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    Dec 2021<\/strong>Main structure topped out<\/span><\/div>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t
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    \n\t\t\t\t\t01<\/span>Project facts<\/span>\t\t\t\t<\/div>\n\t\t\t\t
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    A headquarters campus built around steel<\/h2>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t
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    The CGN Engineering Building is the headquarters campus of China General Nuclear Power Group in the Baolong new-energy district of Longgang. Towers A, B and C and the connecting podium all use structural steel. The tower perimeter frames are steel-reinforced concrete (SRC): welded box columns and H-section beams encased in concrete. The podium is a concrete-filled steel tube (CFST) column and steel beam frame.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t

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    Guiguan detailed, fabricated, coated and delivered the steel package to the main contractor, CSCEC 8th Bureau, and provided erection supervision on site.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t

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    \n\t\t\t\t\tTower steel frame during erection<\/span>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t
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    Item<\/th>Detail<\/th><\/tr><\/thead>
    Owner<\/th>China General Nuclear Power Group (CGN)<\/td><\/tr>
    Main contractor<\/th>China State Construction 8th Engineering Division<\/td><\/tr>
    Location<\/th>Baolong new-energy base, Longgang District, Shenzhen<\/td><\/tr>
    Building type<\/th>Headquarters office towers A\/B\/C with retail and conference podium<\/td><\/tr>
    Site \/ GFA<\/th>26,800 m\u00b2 site \u00b7 328,900 m\u00b2 GFA<\/td><\/tr>
    Structural steel<\/th>18,472 t<\/td><\/tr>
    Key members<\/th>Box SRC columns, multi-cavity columns at transfer levels, H-section SRC beams, CFST podium columns, truss floor deck<\/td><\/tr>
    Steel grades<\/th>Q355B\/C for beams and podium; Q420GJC for thick column plate<\/td><\/tr>
    Plate thickness<\/th>16\u201360 mm typical, column plate to 60 mm<\/td><\/tr>
    Our scope<\/th>Tekla detailing, fabrication, blasting and coating, delivery, erection supervision<\/td><\/tr>
    Program<\/th>Start 2018 \u00b7 topped out December 2021<\/td><\/tr><\/tbody><\/table>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t
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    Tonnage and member data from fabrication records; areas and dates from the owner and main contractor.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t

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    \n\t\t\t\t\t02<\/span>The challenge<\/span>\t\t\t\t<\/div>\n\t\t\t\t
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    Heavy columns, dense rebar, a fixed topping-out date<\/h2>\t\t\t\t<\/div>\n\t\t\t\t
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    SRC towers combine the tolerance demands of steel with the congestion of reinforced concrete. Every column passes through rebar cages at every floor.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t

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    Thick-plate box columns<\/h3>\t\t\t\t<\/div>\n\t\t\t\t
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    Column segments up to about 25 t with 40\u201360 mm Q420GJC plate. Lamellar tearing and preheat control at corner welds were the first fabrication risk.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t

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    Rebar congestion at joints<\/h3>\t\t\t\t<\/div>\n\t\t\t\t
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    Beam flanges, column diaphragms and vertical bars meet at each node. Every rebar hole, coupler and stud had to be placed in the shop, not drilled on site.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t

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    Three towers, one crane plan<\/h3>\t\t\t\t<\/div>\n\t\t\t\t
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    Towers A, B and C rose in parallel. Column segments had to arrive in lift sequence, one to two floors ahead of the concrete pour.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t

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    Mixed systems<\/h3>\t\t\t\t<\/div>\n\t\t\t\t
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    SRC towers, a CFST podium and truss floor deck had to tie into one model with consistent erection marks.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t

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    Verticality<\/h3>\t\t\t\t<\/div>\n\t\t\t\t
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    Column verticality held within H\/1000 and 15 mm overall to keep cladding brackets and lift shafts true.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t

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    Weld volume<\/h3>\t\t\t\t<\/div>\n\t\t\t\t
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    Full-penetration welds on every column splice and diaphragm. 100% UT was specified for all CJP joints.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t

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    \n\t\t\t\t\t03<\/span>Engineering solution<\/span>\t\t\t\t<\/div>\n\t\t\t\t
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    One Tekla model for towers and podium<\/h2>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t
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    We built a single Tekla Structures model covering the three towers, the podium and the floor deck interfaces. Column splices were set about 1.3 m above floor level, three storeys per segment, to suit crane capacity and keep site welding at a workable height.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t

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    Inside each box column, internal diaphragms at beam flange levels were welded by electroslag welding (ESW) through access holes. Concrete pouring holes and vent holes were cut in each diaphragm. Rebar couplers and through-holes were coordinated with the RC designer in the model and released in the shop drawings, so the site crew never cut steel.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t

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    At transfer levels the columns change to multi-cavity sections. These were assembled cell by cell with sequence-controlled welding to limit distortion.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t

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    \n\t\t\t\t\tWelded box column segment before blasting<\/span>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t
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    Member \/ detail<\/th>Section & grade<\/th>Detailing note<\/th><\/tr><\/thead>
    Tower SRC column<\/th>Welded box 800\u00d7800 to 1,200\u00d71,200, t = 30\u201360 mm, Q420GJC \/ Q355C<\/td>ESW internal diaphragms, pour and vent holes, shear studs<\/td><\/tr>
    Transfer column<\/th>Multi-cavity box, 3\u20134 cells, Q420GJC<\/td>Cell-by-cell assembly, trial-fitted with beam stubs<\/td><\/tr>
    SRC beam<\/th>Welded H 600\u20131,000 deep, Q355B<\/td>Rebar holes and couplers placed in shop<\/td><\/tr>
    Podium CFST column<\/th>Circular tube \u03a6600\u20131,000, Q355B<\/td>Internal ring stiffeners, concrete pumped from below<\/td><\/tr>
    Floor beams<\/th>Rolled and welded H, Q355B<\/td>Bolted shear tab, slip-critical 10.9S bolts<\/td><\/tr>
    Floor system<\/th>Truss floor deck<\/a>, 1.2 mm base<\/td>No props, studs welded through deck<\/td><\/tr><\/tbody><\/table>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t
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    \n\t\t\t\t\tFabrication & QC, Guangdong base<\/span>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t
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    \n\t\t\t\t\t04<\/span>Fabrication & QC<\/span>\t\t\t\t<\/div>\n\t\t\t\t
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    Thick plate, controlled heat, recorded welds<\/h2>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t
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    Q420GJC plate was ordered with Z25 through-thickness properties for column corners. Every heat came with an EN 10204 3.1-equivalent MTC, traced to piece marks. Corner and splice welds used submerged-arc welding with preheat of 80\u2013120 \u00b0C on plate over 40 mm, with interpass temperature logged.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t

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    Each column segment was surveyed for length, twist and end squareness before blasting to Sa2.5 and priming.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t

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