Contents of construction drawing review for structural engineering

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The verification of construction drawings focuses on the following four aspects: ① Errors – in data, dimensions, calculations, etc.; ② Omissions – in depth, dimensions, etc.; ③ Interferences – between different specialties; ④ Insufficiencies – in the level of detail of the drawings. The verification process includes the following items: ① Checking the calculation sheets； ②Data verification: positioning dimensions, cross-sectional dimensions, elevations, reinforcement details, etc ； ③Verify design depth ； ④Verify professional coordination and pipeline integration ； ⑤Check whether it complies with the design basis ； The details are as follows: I. Design description □ Are the design bases correct and complete? □ Whether the design specifications and codes used are applicable to this project and whether they are current versions. □ Does the project name and design number match those on the architectural drawings? □ Are the drawing name, number, and drawing catalog consistent? □ Check whether all instructions are reasonable, coherent, and clear, free of spelling errors, and whether the general instructions are consistent with the drawing notes. □ Whether the seismic fortification intensity, basic design earthquake acceleration and corresponding design earthquake group, structural seismic resistance grade, site category, floor loads, basic wind pressure, load values for special rooms, etc., are specified and meet the requirements of the codes. □ The type, specifications, unit weight limits of the materials, as well as the design strength values and strength grades, are clearly indicated. □ Whether the geotechnical parameters provided in the geotechnical investigation report are being used correctly, and whether the recommendations put forward in the report regarding foundation design, ground treatment, and corrosion prevention measures (when groundwater is corrosive) are being properly adopted along with the corresponding actions. □ Are the necessary construction precautions, special structures and their particular parts, as well as issues that need attention during the construction of mass concrete, clearly indicated? II. Plan view: □ Are the axis numbers and dimensions of various components complete and correct, and do they match those in the architectural drawings? □ Are the dimensions and positions of each component correct (the relationship between the plan dimension lines and the alignment axes, as well as the elevations), with no omissions? □ Check whether the component numbers match the details, whether they are consistent with the tables for beams, slabs, walls, columns, and foundations, and whether they align with the calculation documents; also verify for any duplicates and ensure that no thickness ratios are omitted. □ Do the thicknesses of the brick walls and pilasters in masonry structures, as well as their height-to-thickness ratio and minimum structural dimensions, comply with the regulations? ； Are the strength grades of bricks and mortar specified? ； Are the positions, cross-sections, anchorage lengths, etc. of minor elements such as lintels, ring beams, structural columns, parapets and balconies, exterior corridors and stair handrails, and small columns clearly indicated? □ Whether the wall materials of the masonry structure (including those below ±0.000), the total height of the building, the number of floors, the floor height, the height-to-width ratio, and the maximum spacing between transverse walls meet the specification requirements. □ Do holes, grooves, and embedded pipes in the wall weaken it too much? ； If necessary, the bearing capacity of the weakened wall should be checked. □ Whether the thickness of the shear walls, as well as the determination of the reinforced sections at the bottom of the shear walls and frame-supported shear walls, comply with the provisions of relevant codes and standards. □ When floor beams are supported on shear walls, should measures be taken to enhance the out-of-plane bending resistance of the shear walls in accordance with the requirements of Article 7.1.7 of JGJ3-2002? ； Is the reinforcement configuration consistent with the calculation diagram? ； It should be avoided as much as possible for floor beams to be vertically supported at the ends of shear walls without wing walls. □ When corner windows are provided in a shear wall structure, the L-shaped connecting beam at that location should be reviewed as a double-cantilever beam, and the wall and floor there should be specifically reinforced. □ Reference the detail number and section number to check whether they match those on the relevant specialty drawings. □ The location and dimensions of the reserved holes shall be consistent with those agreed upon by the relevant specialized departments ； Are the reinforcement measures at the entrance reasonable? □ Is the local change in floor elevation clearly indicated? □ Check whether the plate numbers and reinforcement details match those in the calculation documents, and whether the steel bar spacing and reinforcement ratio comply with the regulations. □ When adding reinforced concrete small columns to the beam, is it indicated on the plan, and are there any measures to ensure proper anchoring? □ Are the requirements for waterproofing, the location of construction joints, and the construction requirements specified for roof or floor pools? □ Whether the width and location of the post-cast strip (if it is to be installed) are appropriate. □ Is the basic floor plan indicating: 1) Overview of the foundation ； 2) Name, location, and standard bearing capacity value of the bearing stratum ； 3) Base elevation, foundation treatment measures ； 4) Requirements related to construction ； 5) If settlement monitoring is required, the layout of measurement points and detailed specifications for their installation. □ Check whether the elevations of the trenches (pits), equipment foundations, and underground shafts are complete, whether there are any discrepancies with the relevant professional drawings, and whether it has an impact on the main foundations. III. Details: □ Number, location (relationship to the alignment axis), elevation – whether consistent with the floor plan ； Is the number consistent with the calculation sheet? □ Whether the component dimensions, reinforcement, material grade specifications are consistent with the calculation documents and instructions. □ Does the structure meet the regulations and is it convenient for construction? □ Whether the cross-sectional dimensions, reinforcement, and construction of the transfer layer structure (braced beams, columns, reinforced sections at the base of floor-slab shear walls, and the transfer layer floor slabs) meet the requirements of the codes. □ Is the additional transverse reinforcement for concentrated loads sufficient? ； Is the anchorage length of the main reinforcement in the cantilever beam sufficient? ； Are the waist rebar and torsional stirrups of the anti-torsion beam sufficient? □ It is necessary to verify whether the load-bearing capacity of each section of folded beams, curved beams, beams with variable cross-sections, and cantilever members meets the requirements, as well as to ensure that the construction methods are clear. □ Do the spacing of rebar and stirrups, as well as the reinforcement ratio, comply with the specifications? ； Are the multiple rows of main reinforcement bars in the beam indicated separately? □ When the elevations of the beam or slab surfaces differ, is the position of the rebar clearly specified? □ The depth to which the anchor bolts of steel structure column feet are embedded in the foundation meets the requirements of Article 8.4.15 of the standard GBJ17-88. □ For the bolted connections of steel components, whether the maximum and minimum allowable bolt spacings (center-to-center spacing, edge spacing, and clear spacing for construction and installation) meet the specification requirements. IV. Graphic Requirements □ Whether the legends, index symbols and detail symbols, as well as the drawing methods, comply with the provisions of the \"Unified Standards for Building Drawing\", the \"Standards for Structural Drawing\" and the unified technical requirements of this project. □ Are the map title and scale complete and accurate? □ When the drawing method, level of complexity, or scale is particularly inappropriate, it should be suggested that revisions be discussed with the designer or the person in charge of the project. □ When the layout of the drawing and the level of density are particularly inappropriate, it should be suggested that discussions be held with the designer or the person in charge of the project to make revisions. □ On the tab, indicate the project name, project title, design number, drawing number, date, and whether it is accurate. V. Calculation Sheet □ Is the content of the calculation sheet complete? The main computational sheet should include information on the overall structural calculations, period, mode shapes, seismic forces, displacements, a plan view of the structure, a plan view of the loads, and a plan view of the reinforcement details ； Foundation calculation ； Basic calculation ； Civil air defense calculations ； Retaining wall calculation ； Pool calculation ； Stair calculations, etc. □ Check whether the input parameters for structural calculations are correct; ensure that the natural frequency periods, mode shapes, lateral stiffness ratios per floor, equivalent lateral stiffness ratios for structures with transfer floors, floor seismic shear coefficients, and effective mass coefficients are all within the normal ranges for engineering design and comply with relevant standards and regulations. □ Interlayer elastic displacement (including the ratio of maximum to average displacement), interlayer elastic-plastic displacement used in the verification of elastic-plastic deformation ； Whether the compressive stress ratio of walls and columns, the effective length factor of columns, etc., comply with the code requirements. □ Were the issues of excessive reinforcement and exceeding limits in the shear wall coupling beams adjusted and handled in accordance with the requirements of Article 7.2.25 of the code JGJ3-2002? □ For the calculations of the basement roof and exterior walls, whether the simplified models and load values used (including groundwater pressure on the basement exterior walls and surface loads, etc.) are in line with actual conditions, and whether the calculation methods are correct. □ When there is an air-raid shelter basement, is the foundation structure designed based on the most unfavorable combination of air-raid shelter loads and building loads? □ When there is a weak underlying layer, were the strength and deformation checks performed on that layer? □ Whether the determination of the bearing capacity of a single pile is correct, and whether the calculation of the bearing capacity of a group of piles is accurate ； Does the strength of the pile concrete meet the design requirements for the pile’s bearing capacity? ； When the settlement of the soil surrounding the pile exceeds that of the pile itself, the negative skin friction force on the pile side should be considered in accordance with Article 5.2.14 of JGJ94-94. □ For projects where the impact of the groundwater level on underground structures must be taken into account, it is necessary to verify whether the waterproof design water level and the anti-floating design water level used in the design and calculations correspond to those specified in the Geotechnical Investigation Report. □ For the basic design (including pile caps), in addition to bending calculations, were shear and punching resistance checks carried out, as well as local compression checks where necessary (see GB5007-2002, Articles 8.2.7, 8.3.1, 8.3.2, 8.5.15–8.5.20, and Section 8.4, etc.)? □ When conducting a time-history analysis, it is necessary to check whether the geotechnical investigation report or site safety assessment report provides relevant data, and whether the values of calculation parameters such as the effective peak values of seismic waves and accelerations are correct. □ Are the calculation models for the upper and lower structures of the transition layer as well as the structure of the transition layer itself, along with the software used, correct? ； Whether the lateral stiffness ratio of the upper and lower layers of the transition layer complies with the requirements of codes and regulations. □ In reinforced concrete floor slabs, when the spans of beams and slabs are large, or the height of floor beams is small (including flat beams), or the cantilever length of cantilevered members is large, in addition to load-bearing capacity, it is also necessary to ensure that deflection and cracking meet the requirements of the codes. □ The failure of slab-column joints is often brittle. When designing slab-column joints in beamless floor systems, it is necessary to carry out calculations in accordance with Appendix G of GB50010-2002 and leave appropriate safety margins. □ For prestressed concrete structural members, have capacity calculations been carried out based on the operating conditions, along with checks regarding deformation, crack resistance, crack width, stress, and local compressive stress in the end anchorage areas? ； Were the construction phases such as production, transportation, and installation checked based on specific circumstances? □ Whether the shear strength of the masonry in the masonry structure meets the requirements of the codes, and whether the compressive strength of the small masonry sections formed at the edges of doors and windows meets the code requirements. □ For cantilevered elements in masonry structures, it is necessary to verify that their bearing capacity, resistance to overturning, and local compressive capacity meet the required standards. □ Whether the design values of strength for the steel and connection materials used in the structural steel calculations comply with the regulatory requirements. □ When calculating structural members or connections, for L-shaped angles with single-sided connections and welds installed at great heights under poor working conditions, it is specified in Article 3.4.2 of the \"Code for Design of Steel Structures\" GB50017-2003 whether the strength design value should be multiplied by an appropriate reduction factor as required by the codes. □ In each temperature zone of the building, has an independent spatial stability support system been established in accordance with the requirements of Article 8.1.4 of standard GB50017-2003? □ For flexural members and combined flexure-compression members, in addition to strength calculations, were plane-in-plane and out-of-plane stability calculations also performed? □ When joining components, it is necessary to verify whether the value of the design bending moment for such joining meets the requirements of Article 9.3.4 of the standard GB50017-2003.