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SRTP Essay 1:
A Statistical Analysis Report on the Seismic Appraisal of Classroom Buildings in Primary and High Schools Located in Shapingba
.
Zhou Shuyi, Meng Fei, Guo Han
(College of Civil Engineering, Chongqing University, Chongqing, 401331) Abstract: This paper statistically analyses the earthquake resistance capacities of 107 Classroom Buildings in 107 primary and high schools located in Chongqing's Shapingba District; it further makes an analysis of various indicators, summarizes the most serious hidden risks of the buildings, and finally provides a statistical basis for seismic design. Key Words: Classroom Buildings, Seismic Appraisal, Reinforcement .
Introduction
In the 2008 Sichuan Earthquake, numerous buildings in the stricken area fell down, and many people died. As primary and high schools were generally located in heavily traveled high populated areas, Classroom Buildings in them were public ones with very high population density. So if a building collapsed, a considerable number of students and teachers would die and a large amount of property would be damaged. After the Earthquake, the State Council and the Ministry of Education immediately orders local governments to undertake an earthquake resistance appraisal of each building in each primary and each high school, and to take corrective measures with regard to the buildings that failed to meet the earthquake resistance standards correspondingly. In response thereto, in September 2009, the Education Committee of Shapingba District of Chongqing Municipality entrusts Chongqing Chen Ceng Architectural Engineering Design Company to undertake earthquake resistance appraisals on the Classroom Buildings in all primary and high schools in the District. Considering the urgent need from the government and the people, our group made good use of the "Third College Students Scientific Research Training Programs" organized by Chongqing University, and made a statistical analysis of some important indicators concluded from our earthquake resistance appraisals. In the end, we summarized the most serious hidden risks of the Classroom Buildings, provide good reference materials for field investigations, and laid a solid foundation for the final seismic strengthening work.
1. Overview In this statistical analysis, we gathered information on the Classroom Buildings of altogether 107 primary and high schools, and made an analysis of their earthquake resistance from the perspectives of building appearance and inner quality, building height and stories, rationality of the structure system, strength of load-bearing wall materials, integral connection structure, as well as areas and connections easily causing partly collapse. Finally, we completed this report based on our study. 2 Statistical Item and Analysis
2.1 General Information of Buildings

Fig. 1

Fig. 2

Fig. 3
From the figures above, it can be seen that 56% of Classroom Buildings were without design drawings; even for those with design drawings, 32.3% were based on the 1989 version or 2001 version of Seismic Design of Buildings. Furthermore, there were only 30 buildings seismically fortified at 6 degree. We can see that before the 2008 Sichuan Earthquake, the majority of Classroom Buildings in primary and high schools in Shapingba District were not designed based on the corresponding seismic design specifications of buildings. To put it in another way, the necessity of anti-seismic design was not paid sufficient attention to.

Fig. 4

Fig. 5
.
The above figures are respectively the Statistical Chart of Completion Time of Classroom Buildings and the Statistical Chart of Main Structure Types of Classroom Buildings. From them, we see that among all schools studied, 86% were built before 2000, and brick-concrete buildings took up about 80%. Nevertheless, the overall integrity of brick-concrete buildings was not well controlled, and such buildings have poor seismic performance. This finding is worrying.

Fig. 6

Fig. 7
.
The figures above indicate that 53% Classroom Buildings had a flat shape of rectangle, which took the traditional architectural characteristics of symmetry and orderliness. From this perspective, the overall integrity of Classroom Buildings was reinforced, which was also common to the flat shape of brick-concrete buildings. As for the floor slabs and roofs of the studied Classroom Buildings, about 83% of them were prefabricated. It's commonly known that, in the 2008 Sichuan Earthquake, many people died of the poor stability of prefabricated floor stabs and roofs. Then, how about the integrity of the floor slabs of Classroom Buildings? With this question in mind, we further carried out our study.

Fig. 8

Fig. 9
Fig. 8 and Fig. 9 are respectively the Statistical Chart of Classroom Building Floors and the Statistical Chart of Continuing Seismic Service Life. From them, we see that 3-floor and 7-floor Classroom Buildings were most commonly seen, which altogether took up 75.7%. In addition, most Classroom Buildings were designed to have a service life of 40 years. Are these aspects in conformity with the appraisal requirements? We will analyse in the following.
2. 2. Earthquake Resistance Appraisal of Brick-concrete Classroom Buildings
Table 1. A Statistical Table of Earthquake Resistance Appraisal Items Appraisal Item | Appearance and Inner Quality | Height and Layers of Building | | -1- | -2- | -3- | -4- | -5- | -6- | -7- | -8- | -9- | Yes | 60 | 3 | 74 | 95 | 74 | 76 | 0 | 67 | 76 | No. | 22 | 2 | 11 | 2 | 4 | 2 | 2 | 0 | 0 | Not clear. | 25 | 102 | 22 | 10 | 29 | 29 | 105 | 40 | 31 |

Rationality of the Structure System | Strength of Load-bearing Wall Materials | -10- | -11- | -12- | -13- | -14- | -15- | -16- | -17- | -18- | -19- | 70 | 26 | 12 | 55 | 30 | 2 | 68 | 71 | 31 | 21 | 5 | 0 | 6 | 9 | 36 | 72 | 6 | 20 | 2 | 52 | 32 | 81 | 89 | 43 | 41 | 33 | 33 | 16 | 74 | 34 |

Integral Connection Structure | Areas and Connections Easily Causing Partly Collapse | -20- | -21- | -22- | -23- | -24- | -25- | -26- | -27- | -28- | -29- | 20 | 5 | 11 | 11 | 23 | 61 | 24 | 34 | 5 | 0 | 53 | 53 | 52 | 1 | 11 | 1 | 39 | 5 | 29 | 0 | 34 | 49 | 44 | 95 | 73 | 45 | 44 | 68 | 73 | 107 |
Notes: in the tables above,
-1-: The walls have no cavities, flakes or deflection.
-2-: There are no vertical cracks in girders and roof truss; there are no obvious cracks in load bearing walls, non-load bearing walls and the junctions.
-3-: Ceilings and roofs are not badly deformed, decayed, damaged or cracked;
-4-: Concrete beam columns and their joints are only slightly cracked or partly peeled off; reinforcing steel bars are not exposed or rusted;
-5-: Concrete members of main structures are not obviously deformed, tilted or crooked;
-6-:Buildings with 240mm-thick solid brick walls: Class D buildings shall not be higher than 24m; Class D buildings with few cross walls and Class C buildings shall not be higher than 21m; Class C buildings with few cross walls shall not be higher than 18m;
-7-:Buildings with 240mm-thick solid brick walls: Class D buildings shall not have more than 8 floors; Class D buildings with few cross walls and Class C buildings shall not have more than 7 floors; Class C buildings with few cross walls shall not have 6 floors, and where the number of cross walls are low enough, there shall be one less floors;
-8-: Buildings with other types of walls shall be subject to the limit values stipulated in Table 5.3.1 of GB50023-2009 Standard for Seismic Appraisal of Buildings.
-9-: Buildings of common bricks and 240mm-thick perforated bricks shall not have a story height of over 4m; buildings of 190mm-thick perforated bricks shall not have a story height of over 3.6m;
-10-: Where brick buildings have cast-in-place or assembled monolithic floor systems, the spacing of seismic cross walls shall not be greater than 18m; where brick buildings have prefabricated floor systems, the spacing of seismic cross walls shall not be greater than 15m; where wooden floor systems are adopted, the spacing shall not be greater than 11m. Block buildings shall meet stricter requirements;
-11-: The depth-width ratio of buildings shall not be higher than 2.5; -12-: Crossbeams with a span of over 6m shall not be supported by independent brick columns (as for Class B buildings);
-13-: Where the rigidity of different structures differ, seismic joints are frequently required; the width of such joints shall be 50-100mm; -14-: Vertical and horizontal walls shall be even and symmetrical; such walls shall be aligned horizontally, and continuous vertically; the breadth of wall between windows on the same axis shall be uniform;
-15-: Stairwells shall not be installed at the end or corner of buildings;
-16-: As for classroom buildings with fewer cross walls and longer spans, cast-in-place or assembled monolithic floor systems shall be adopted;
-17-: The strength grade of bricks shall not be lower than MU7.5; that of concrete medium blocks shall not be lower than MU10; and that of small blocks shall not be lower than MU5;
-18-: The strength grade of masonry mortar for brick walls shall not be lower than M2.5; while that for block walls shall not be lower than M5;
-19-: As for structural columns, perimeter beams and concrete small block core columns, the strength grade of concrete shall not be lower than C15; as for medium block core columns, the strength grade of concrete shall not be lower than C20;
-20-: It shall be closed in plane of a wall; junctions of vertical and horizontal walls shall be reliably connected; and weaken walls shall be reinforced.
-21-: floor systems, roofs and their junctions with walls shall meet the requirements stipulated in Table 5.3.5 in GB50023-2009 Standard for Seismic Appraisal of Buildings.
-22-: The size, layout and structure of structural columns shall meet the requirements stipulated in Table 5.3.5, Table 5.3.6 and Table 5.3.9 in GB50023-2009 Standard for Seismic Appraisal of Buildings;
-23-: The size, layout and structure of perimeter beams shall meet the requirements stipulated in Table 5.3.7 in GB50023-2009 Standard for Seismic Appraisal of Buildings;
-24-: As for non-load bearing walls built later, 2 steel reinforcing bars with the diameter of 6mm shall be built at every 500mm along the height, so as to bind with load bearing walls and columns. At each end, at least 500mm of the bars shall be built into the walls.
-25-: At the entrance, exit and walkways of the buildings, concrete prefabricated cornices shall be anchored; prefabricated balconies shall be reliably connected to the cast-in-site stripes of the perimeter beams and floor slabs; wall-attached chimneys and roof chimneys shall be vertically reinforced by steel reinforcing bars.
-26-: The openings for doors and windows shall not be built with unreinforced brick lintels.
-27-: The local dimension of masonry wall sections shall meet the specification limits.
-28-: Fabricated stairway flights shall be reliably connected to platform board beams; there shall be no overhanging stair treads or stairs with risers penetrating into walls; there shall not be unreinforced brick railings; -29-: Roof-penetrating stairs and elevators shall be supported by perimeter beams and structural columns.

Fig. 10. A Statistical Chart of Earthquake Resistance Appraisal Items
From the seismic appraisal charts and tables above, the studied classroom buildings basically meet the seismic requirements for sixth-degree Class B buildings in item 3, 4, 5, 6, 8, 9, 10, 13, 16, and 17. In other words, the researched buildings did well in building appearance and inner quality, building height and stories, strength of load-bearing wall materials, and so on. However, they failed to meet the seismic requirements for sixth-degree Class B buildings in item 14, 15, 19, 20, 21 and 22. This means the buildings did poorly in integral connection structures, as well as areas and connections easily causing partly collapse. Therefore, 85% of the classroom buildings in our research were not inconformity with the seismic appraisal requirements, and they shall be reinforced to be more resistant to earthquakes. Furthermore, 9.4% classroom buildings were too weak in compound seismic capability to be reinforced, and they shall be demolished.
9.4%
9.4%
5.6%
5.6%
85%
85%

Fig. 11 3 Conclusion
From the statistical analysis above, we summarize the following conclusion.
Among all primary and high schools in Shapingba District, the majority have brick-concrete classroom buildings. As brick-concrete buildings are mainly supported by walls, where the load is firstly transferred from floor slabs to walls, and then from walls to foundation in the form of line load, the integrity is not good enough and the earthquake resistance capacity is inadequate. Moreover, a majority of the classroom buildings are not designed in strict accordance with seismic design codes, and they did poorly in integral connection structures, as well as areas and connections easily causing partly collapse. So these buildings are not inconformity with the seismic appraisal requirements for sixth-degree Class B buildings in Shapingba District, and they shall be reinforced to be more resistant to earthquakes.
It also tells us that, in the following reinforcement work carried on the selected classroom buildings, special attention shall be paid to the integral connection structures, as well as areas and connections easily causing partly collapse, so that we can work out more feasible, targeted, timely, and economical reinforcement schemes within a shortest possible period of time.

SRTP Essay 2:
Application of PKPM Software in Seismic Appraisal and Reinforcement of Brick-concrete Classroom Buildings in Primary and High Schools
Zhou Shuyi, Meng Fei, Guo Han
(College of Civil Engineering, Chongqing University, Chongqing, 400045) Abstract: This paper firstly analyses the seismic appraisal results of the classroom buildings in altogether 107 primary and high schools located in Chongqing's Shapingba District; then selects a representative sample of typical brick-concrete building to do modeling by using PKPM software; compares the advantages and disadvantages of three commonly used reinforcement methods, namely addition of perimeter beams & structural columns, covers with cement mortar, and covers with reinforcing mesh. It finally arrives at the conclusion that: with regard to brick-concrete classroom buildings throughtout Chongqing's Shapingba District, addition of perimeter beams and structural columns would be the best reinforcement scheme. Key Words: Brick-concrete Classroom Buildings, PKPM Software, Appraisal, Reinforcement
Introduction
We paid visits to dozens of primary and high schools in Shapingba District, made a statistical analysis of the Appraisal Report gained from Professor Han Jun, and found that the majority of the 107 samples did not use perimeter beams and structural columns as stipulated, and therefore they did not meet the prevailing Standard for Seismic Appraisal of Buildings. Afterwards, we selected a typical brick-concrete classroom building, used PKPM software to build structural models, and simulated how the building did under seismic actions. We made further appraisals and analysis; reinforced the building with additional perimeter beams & structural columns, covers with cement mortar and covers with reinforcing mesh respectively; compared the advantages and disadvantages of the compound seismic capability, local seismic capacity index, wall bearing capacity, and local pressure-bearing capacity; and finally concluded a most reasonable reinforcement scheme for classroom buildings in Chongqing's Shapingba District.
1. Methods of Seismic Appraisal All Class A, Class B and Class C buildings (i.e. buildings with different continuing seismic service life) shall be appraised by using the same two-level appraisal method, while the focus of each class shall be different. First level appraisal: a comprehensive appraisal emphasized on macroscopic control and structure identification. This level is easy to use and safe to apply. Where a building meets all requirements for first level appraisal, it can be appraised as meeting the seismic appraisal requirements and second level appraisal would not be necessary; where it fails to meet some requirements, a second level appraisal shall be carried out for further judgment.
Second level appraisal: a comprehensive appraisal mainly involves seismic checking calculation, and takes structure influence into consideration too. Where the structure bearing capacity is relatively high, some requirements on structure could be relaxed appropriately; or else, when the seismic structure is good enough, the requirements for bearing capacities can be reduced if appropriate.
This kind of two-level appraisals closely combines earthquake-resistant detailing requirements with seismic bearing capacity calculation. It reflects that structural seismic capacity is a dynamic integration of load baring capacity and deformation ability. With regard to multi-story masonry buildings, the compound seismic capability shall be appraised at two levels from the perspectives of structural system, integral connection, structures of vulnerable parts, and the seismic bearing capacity of walls.
Therein, the second level appraisal shall be further divided into two methods: the compound seismic capability index of floors, and the seismic bearing capacity calculation taking structural influence into consideration.
We mainly used JDJG, a kind of PKPM series software, in the second level appraisal.
2. Modeling of Existing Buildings At first open the PKPM software, and the main interface appears (as is shown in the picture on the right). Then Click [appraisal and reinforcement] --> [masonry structure appraisal and reinforcement] --> [masonry structure modeling and load input], run the program according to the menu sequence, and the modeling of existing buildings will be established in the following steps. Firstly, click the [axis input] menu, use various input methods and tools available, chose appropriate line types, and draw the locating axis of each floor of the building. Secondly, click the [floor definition] menu, and lay out the typical floor components of each structure (including pillars, structural column, beams, openings, struts, secondary beams, various floor slabs and staggered floors). Edit and amend existing layout and set up basic information for the current floor (such as structure information, material information, and so on). Thirdly, click the [load input] menu, and input dead loads and live loads into the typical floor. Multiple derivation methods are available for floor load here, and live loads provide various reduction methods. Loads can be copied among floors.
Fourthly, click the [floor assembly] menu, assign a typical floor to each actual floor, assign the story height and construction elevation of the typical floor, and complete the vertical arrangement of floors. Here, we can also see the 3D effect graph after the completion of the floor assembly. As for dividing the whole project into different parts and carrying out separate modeling respectively, the menu of [engineering assembly] can be used to assemble different parts together and get a unified model, as is shown in the picture on the right. PKPM is a kind of graphic software developed by using the technology based on OFenGL. With PKPM, the users can conveniently use a mouse to rotate, move, zoom in, zoom out and roam a 3D model.
Finally, click [save the file] menu, and save the results of above operations.
After completing the steps above, a digital model of an existing building used for appraisals or reinforcing designs is built. This model can be used as an appraisal model before the reinforcement, or as a prototype model used in reinforcing design. But the two types of model shall be separately saved.
3. Second Level Appraisal
3. 1 Input the measured strength grade of wall materials Click [Current Floor Information] to modify the basic information of the whole floor; click [Masonry Strength] to modify the strength grade of mortar and bulk strength (as shown in the picture below).

3. 2 Select appraisal specification or standard

3.3 Determine the system influence coefficient and the local influence coefficient Determine the system influence coefficient and the local influence coefficient as per Standard for Seismic Appraisal of Buildings. Input as follows.

Click [Local Influence Coefficient] to confirm individual component one by one, as is shown below.

3.4 Determine the parameter for appraisal calculation
Click [Masonry Structure Appraisal, Reinforcement and Calculation] --> [Parameter Definition], and determine the following items.

3.5 Calculate the appraisal data, and view the appraisal results
Click [Masonry Structure Appraisal, Reinforcement and Calculation] --> [Second Level Appraisal], appraise and calculate. Red words in the picture indicate that the appraisal results are not inconformity with the specifications.
Meanwhile, by clicking [Masonry Structure Appraisal, Reinforcement and Calculation] --> [Calculation Sheet] and following items, we can get corresponding appraisal results. Therein, by clicking [Second Level Appraisal], we can get results of compound seismic capability index of floors and average seismic capability index of floors. Click [Detailed Results], and the user will get the results of the compound seismic capacity index of the walls designated by him.
After analyzing the second level appraisal results, we conclude that: the compound seismic capacity and wall bearing capacity of the first, second and third floor failed to meet the requirements, and the horizontal compound seismic capacity is weaker than the vertical compound seismic capacity.
4. Reinforcement design Firstly, copy the appraisal data to the new contents for reinforcement design, click [Masonry Structure Modeling and Load Input] --> [Floor Definition] to lay out new components, click [Masonry Structure Modeling and Load Input] --> [Appraisal and Reinforcement] --> [Newly Added Bars] to give attributes of newly added components.

Secondly, click [Masonry Structure Modeling and Load Input] --> [Appraisal and Reinforcement] --> [General Information], determine the reinforcement design standards, confirm the path of the engineering before the reinforcement, and get the influence coefficient after the reinforcement. Thirdly, click [Masonry Structure Appraisal, Reinforcement and Calculation] --> [Parameter Definition], and determine the reinforcement calculating parameters.

Fourthly, click [Masonry Structure Appraisal, Reinforcement and Calculation] --> [Reinforcement Layout], and complete the layout of reinforcement schemes like covers with cement mortar and covers with reinforcing mesh. Finally, take the same approach as the seismic appraisal of buildings, carry out reinforcement calculations, and view the results.
5. Comparison of Reinforcement Design Effects From the results of reinforcement design, we conclude that: adding perimeter beams and structural columns can obviously improve the seismic capability calculation parameters of different parts in the selected brick-concrete classroom buildings, and meanwhile greatly improve the overall and local wall bearing capacities; though covers with cement mortar and covers with reinforcing mesh significantly improves the seismic calculation parameters of different parts in the selected brick-concrete classroom buildings, their effects on overall and local wall bearing capacities are not obvious; so, to improve the compound seismic capacity of the selected brick-concrete classroom buildings discussed in this paper, adding perimeter beams and structural columns would generate best effects.
Additionally, in terms of construction convenience and factors influencing original residents, adding perimeter beams and structural columns have nearly the same effects as covers with cement mortar and covers with reinforcing mesh; it costs almost the same amount of money to add perimeter beams and structural columns as to use covers with cement mortar and covers with reinforcing mesh; in terms of building appearance, covers with cement mortar and covers with reinforcing mesh receive better effects than adding perimeter beams and structural columns.
To sum up, with regard to the brick-concrete classroom buildings of primary and high schools to be seismically reinforced in Chongqing's Shapingba District, adding perimeter beams and structural columns would be better than using covers with cement mortar and covers with reinforcing mesh.
6. Reflections
We apply PKPM software to compare the calculation results of adding perimeter beams and structural columns, and that of using covers with cement mortar and covers with reinforcing mesh. As a result, we found that: no matter which method we adopt to reinforce the walls, the resulted reinforcement efficiency of each floor would increase by 1, which means that the compound seismic capacity of each floor doesn't change much before or after the reinforcement; however, the results of seismic calculation, pressure bearing calculation and local bearing are significantly different.
Personally, I am puzzled at this result: is this a natural result of the [Appraisal and Reinforcement] model of the 2008 PKPM Software? Or did I make an error? After all, as to masonry structures, perimeter beams and structural columns are merely strengthening the integrity of the buildings, rather than bearing the load. (For example, we do not need to input perimeter beams and structural columns in the modeling calculation of masonry structures). However, whatever the reason is, I will further explore into this topic in my further study.

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