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The three main categories of structural construction drawing review. The key aspects of construction drawing review include: ensuring compliance with mandatory provisions, guaranteeing safety, and implementing policy-related requirements; the basis for this review is current standards and **policy guidelines. (The following mainly examines issues in accordance with the new standards.) I. System control 1. Regarding the use of irregular column frames and frame-shear walls. Since all areas in the Jinan region except Pingyin fall into Zone 6, the limit value of 7 degrees specified in the Tianjin codes is adopted, along with all the corresponding structural requirements: the height-to-width ratio of members should be < 4, the beam height should be ≥ 400 mm, and the load ratio is slightly higher than that specified in the Tianjin standards, but not exceeding 11 KN/m2. 2. Regarding short-leg shear walls. There must be sufficient ordinary shear walls, accounting for approximately 50% of the force required to resist seismic overturning moments. When the span of the connecting beam is greater than 5, it can be designed as a frame beam in accordance with the specifications; however, it is necessary to conduct a thorough analysis of the stress on the wall sections, and the construction details for the beams extending into these wall sections must be no less stringent than those of the connecting beams. 3. For large-span braced frame systems, two aspects need attention: (1) The selection of the transfer layer should be appropriate; higher-level transfers require further consideration. (2) Braced support beams cannot transfer load to load-bearing walls multiple times; generally, after more than two such transfers, the beam used for the third transfer is no longer designed as a support beam. 4. Control of lateral restraint: Generally, a post-cast strip is used when there is a podium in the basement; this allows the podium to shift laterally, but care must be taken to ensure sufficient transfer stiffness in the case of a large podium. Generally, when 1/4 of the perimeter lacks lateral restraint, strengthening only that portion is sufficient. 5. Slab-column seismic wall system: A pure slab-column system is not permitted; seismic walls must be installed. However, it can be considered not to be a slab-column system if there are beams except around the central columns. 6. The rules and irregularities of the system must comply fully with the specification requirements; pay attention to the issue of eccentricity. 7. Systems cannot be mixed together. 8. The internal frame cannot be a single-row internal frame with one internal column. 9. Brick houses with a base frame must meet the seismic requirements in both the vertical and horizontal directions; they need to be able to withstand the seismic forces acting on them in each of these directions. Additionally, the spacing between the transverse walls must also be satisfied. II. Specifications and Loads 1. The loads must be selected correctly; for permanent loads, when they account for approximately 70–80% of the total load, the partial coefficient is 1.35. 2. The load for fire stairs is set at 3.5 KN/m2, which applies to high-rise buildings; however, for low-to-mid rise buildings (around 12 floors), this value may not be necessary. 3. The safety level and service life must be specified in the description. The base period serves as the basis for standard formulation rather than the service life. Except when it is over 50 years old, certain measures must be in place and reasonable to ensure safety. III. Masonry Structures 1. Restrictions on height and number of floors: (1) The number of floors is more important than the height; when the difference in height between the interior and exterior is greater than 0.6 meters, the total height can be increased by 1 meter. By adding more floors on the ground level, a height of 3.6 meters can be raised to around 3.9–4 meters. (2) As for the attic, if it is not to be used and there is no staircase to access it, it can be considered for use as a ceiling; if there is a staircase, it must be treated as a separate floor. (3) A semi-basement can serve as a consolidation end if it meets the following conditions. The underground portion is taller than the above-ground portion, has more interior walls, and offers better stiffness; furthermore, the thickness of the cast-in-place floor at the ±0.00 level is greater than 120 mm. In the case of hollow slabs, the cast-in-place layer on the slab must be poured first before walls are constructed to ensure integrity. 2. Regarding masonry materials. Due to the phasing out of clay bricks, wall materials are rather chaotic. First, strict adherence to the seismic code is required, with the masonry and perforated brick codes serving as supplementary guidelines; the perforated brick code should be revised, so in case of any conflicts, the seismic code shall take precedence. It would be better to formulate local regulations accordingly for each city. 3. Excessively long contraction joints – certain measures can be taken to allow for a slightly longer length, but not too much. 4. Control of buildings with few transverse walls and those approaching the limit. Many designs fail to meet this requirement. In cases where there are few transverse walls and rooms with a width greater than 4.2 meters account for 40% of the total area, Article 7.3.14 of the seismic code shall be applied. When approaching the limits of 6 degrees with 8 stories, or 7 degrees with 7 stories, Article 5 of Clause 7.3.2 of the seismic code shall be applied. For a 6-degree, 7-story building, and a 7-degree, 6-story building, columns should be installed at the intersections of the exterior walls and the interior transverse walls. 5. Adding structural columns on both sides of large openings can be done at the intersections of the inner and outer walls; a large opening is defined as one with a diameter greater than 2 meters and a height of at least 2/3 of the floor height. 6. The spacing between transverse walls can be appropriately increased on the top floor. 7. Errors can easily occur in the anchorage length of the wall beams. 8. The construction quality of masonry is generally grade B; if it is not grade B, this must be specified. 9. It is often overlooked that the ratio of cement mortar should be lower than that of mixed mortar, which leads to safety hazards. 10. Bottom frame: (1) Note that the reinforcement for the structural columns in the upper brick wall is φ14 ； (2) The wall should be aligned with the lower seismic wall or braced beam. (3) There is a limit to the ratio of stiffness between the upper and lower parts; it should not be too large, but it also cannot be less than 1. IV. Reinforced concrete structures 1. The material strength of concrete – the material strength of steel must also be specified. 2. The protective layer of concrete must be chosen to suit the environmental conditions. 3. Common issues that often arise are: the anchoring and lapping of rebar, as well as the minimum and maximum reinforcement ratios, must comply with the requirements of the new standards. 4. When the beam cross-section is ≥ 450 mm, stirrups should be added every 200 mm. 5. Whether the expansion joints have been properly handled. 6. The design team at the higher level should submit the calculation results—period, displacement, and inter-story displacement of the weak layers; a detailed calculation report may be requested in case of special circumstances. 7. For high-rise complex structures, the name of the program used must be specified. 8. The construction details in Code for Construction 00G101 no longer conform to the standards; therefore, supplementary explanations and modifications are required in accordance with the new standards. 9. Common problems in flat method calculations include: unclear reinforcement at the ends of cantilever beams, omissions in reinforcement details, chaotic labeling on one side, errors in supports and at the mid-span, as well as inconsistencies between the continuous reinforcement and the reinforcement at supports. The drawings should be reviewed after being adjusted accordingly. 10. The markings for shear walls are too simplistic; hidden columns and beams should comply with the requirements of the new standards. In particular, it is necessary to distinguish clearly between the constraints and structural aspects of edge members. The reinforcement requirements for the strengthened areas and sections should be clearly stated. V. Foundation: 1. The main difference between the old and new codes is that the characteristic value of bearing capacity, fak, should be used instead of the standard value fk. 2. The current codes specify the selection of foundations based on standard values, namely the base area of the foundation; however, when calculating the foundation, design values should be used, and these two values must not be confused. 3. For foundations that require settlement checks, this is different from the old specifications; be sure not to overlook it. 4. The requirements for foundation treatment (including soil compaction) must be clearly specified, all data requirements should be filled in completely, and corresponding documentation must be submitted for new processes. 5. The selection of pile foundations should specify the pile type, bearing stratum, bearing capacity, requirements for pile testing, requirements for anchor piles, and whether there are any settlement requirements. 6. The requirements for the connection between the pile and the cap must comply with the standard specifications. 7. In addition to meeting the requirements for bending and shear resistance, foundations must also meet local compressive stress requirements. Currently, for some foundations, aside from issues with the calculated area, shear resistance calculations are often overlooked. VI. Steel Structure: 1. The key lies in a well-designed and reasonable support system. 2. Reliable connection. 3. The basic design is correct and consistent with the design sketch.