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| **Last Updated:** | **Last Updated:** |
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| **Regions Where Found:** Buildings of this construction type can be found in major urban areas of the country: in the cities of Zimnicea, Craiova,Ploiesti, Buzau, Iasi and, of course, Bucharest, also in smaller townships in these counties, and in the Prahova county.After the 1977 earthquake, single-family housing accounted for only about one-third of the new housing units.Information related to the total number of load-bearing masonry buildings is not available; however, statistics relatedto the multi-storey buildings indicate that only 13% of all buildings have load-bearing masonry walls. This type ofhousing construction is commonly found in both rural and urban areas. Buildings of this type are typical for urban areas; only very old buildings of this type exist in rural areas. | **Regions Where Found:** Buildings of this construction type can be found in major urban areas of the country: in the cities of Zimnicea, Craiova, Ploiesti, Buzau, Iasi and, of course, Bucharest, also in smaller townships in these counties, and in the Prahova county.After the 1977 earthquake, single-family housing accounted for only about one-third of the new housing units.Information related to the total number of load-bearing masonry buildings is not available; however, statistics related to the multi-storey buildings indicate that only 13% of all buildings have load-bearing masonry walls. This type of housing construction is commonly found in both rural and urban areas. Buildings of this type are typical for urban areas; only very old buildings of this type exist in rural areas. |
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| **Summary:** This type of urban housing was constructed in Romania in the 1930s as single-family housingfor the middle class. Typical buildings described in this report are one- or two-story buildingswith load-bearing masonry walls. These buildings called "vila" in Romania are characterizedby a rectangular plan and are usually semidetached; they share a common wall with theadjacent building. A great variety of buildings exist of this structural type. The building typedescribed in this report has load-bearing brick masonry walls constructed of mud mortar. Thefloor structure consists of timber planks and joists. These buildings are located in an area wellknownto be earthquake-prone. The epicenter is located close to Vrancea and earthquakesexceeding magnitude 7.0 on the Richter scale recur every 30 to 35 years. The latest earthquakeof this severity was the March 1977 Vrancea earthquake (M 7.2). However, the building typedescribed in this report is located in the Bucharest area and although affected by theNovember 1940 Naruja (Vrancea) earthquake (M 7.4), it usually performed well during the1940 and 1977 earthquakes. The most common type of damage was in the form of cracks andfalling chimneys. Some of the older buildings of this type have been affected by other pastearthquakes. Because this construction is common for many Romanian buildings of the"Brncovenesc" architectural style, new retrofit techniques have been developed in recentyears (in addition to the techniques used after the 1977 earthquake). | **Summary:** This type of urban housing was constructed in Romania in the 1930s as single-family housing for the middle class. Typical buildings described in this report are one- or two-story building with load-bearing masonry walls. These buildings called "vila" in Romania are characterized by a rectangular plan and are usually semidetached; they share a common wall with the adjacent building. A great variety of buildings exist of this structural type. The building type described in this report has load-bearing brick masonry walls constructed of mud mortar. The floor structure consists of timber planks and joists. These buildings are located in an area well known to be earthquake-prone. The epicenter is located close to Vrancea and earthquakes exceeding magnitude 7.0 on the Richter scale recur every 30 to 35 years. The latest earthquake of this severity was the March 1977 Vrancea earthquake (M 7.2). However, the building type described in this report is located in the Bucharest area and although affected by theNovember 1940 Naruja (Vrancea) earthquake (M 7.4), it usually performed well during the1940 and 1977 earthquakes. The most common type of damage was in the form of cracks and falling chimneys. Some of the older buildings of this type have been affected by other past earthquakes. Because this construction is common for many Romanian buildings of the "Brncovenesc" architectural style, new retrofit techniques have been developed in recent years (in addition to the techniques used after the 1977 earthquake). |
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| **Length of time practiced:** 51-75 years | **Length of time practiced:** 51-75 years |
| **Terrain-Sloped:** Never | **Terrain-Sloped:** Never |
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| **Comments:** Buildings of this construction type can be found in major urban areas of the country: in the cities of Zimnicea, Craiova,Ploiest | **Comments:** Buildings of this construction type can be found in major urban areas of the country: in the cities of Zimnicea, Craiova, Ploiest |
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| {{gallery>:reports:report_84?rp84_general_info_*.jpg&200x200&lightbox&crop&4 | }} | {{gallery>:reports:report_84?rp84_general_info_*.jpg&200x200&lightbox&crop&4 | }} |
| **Plan Shape:** Rectangular, solid | **Plan Shape:** Rectangular, solid |
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| **Additional comments on plan shape:** This building type is characterized also by the "honeycomb" ("fagure" in Romanian)building plan characteristic for Romanian housing design. The system has been described in reports #78 and #83 forreinforced concrete structures. This system has been applied for masonry structures as well. It consists of box-typeunits creating rooms of up to 30-35 meters square. | **Additional comments on plan shape:** This building type is characterized also by the "honeycomb" ("fagure" in Romanian)building plan characteristic for Romanian housing design. The system has been described in reports #78 and #83 for reinforced concrete structures. This system has been applied for masonry structures as well. It consists of box-type units creating rooms of up to 30-35 meters square. |
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| **Typical plan length (meters):** 10-15 | **Typical plan length (meters):** 10-15 |
| **Type of Structural System:** Masonry: Unreinforced Masonry Walls: Brick masonry in mud/lime mortar | **Type of Structural System:** Masonry: Unreinforced Masonry Walls: Brick masonry in mud/lime mortar |
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| **Additional comments on structural system:** The vertical load-resisting system is un-reinforced masonry walls. The gravity load-bearing system is the same as thelateral load-resisting system in this case. Due to the "honeycomb" ("fagure" in Romanian) building configuration, the walls are well connected and carry the loads uniformly. Typically, all walls in a building areload-bearing walls (there are very few partitions).The lateral load-resisting system is un-reinforced masonry walls. The lateral load-resisting system consists ofunreinforced brick masonry walls in mud mortar. The wall thickness varies between floors. In the building describedin this report, wall thickness ranges from 420 mm at ground floor to 280 mm at the first floor. The brick headers usedto connect orthogonal walls are of full-size bricks, and the same mortar is used in the rest of the wall. The thickness ofmortar bed joints is about 12 mm, while vertical joint thickness is on the order of 10 mm and the joints are well-filled.Walls are rather stiff and the stiffness is evenly distributed between the walls. Due to the regular building plan("fagure" plan), there is no chance for torsional effects. The horizontal structure is made oftimber joists spaced at a distance of 600 mm and overlaid by timber planks and a suspended ceiling made out of mudmortar on slat and cane. The girders are supported by the longitudinal walls. | **Additional comments on structural system:** The vertical load-resisting system is un-reinforced masonry walls. The gravity load-bearing system is the same as the lateral load-resisting system in this case. Due to the "honeycomb" ("fagure" in Romanian) building configuration, the walls are well connected and carry the loads uniformly. Typically, all walls in a building are load-bearing walls (there are very few partitions).The lateral load-resisting system is un-reinforced masonry walls. The lateral load-resisting system consists of unreinforced brick masonry walls in mud mortar. The wall thickness varies between floors. In the building described in this report, wall thickness ranges from 420 mm at ground floor to 280 mm at the first floor. The brick headers used to connect orthogonal walls are of full-size bricks, and the same mortar is used in the rest of the wall. The thickness of mortar bed joints is about 12 mm, while vertical joint thickness is on the order of 10 mm and the joints are well-filled.Walls are rather stiff and the stiffness is evenly distributed between the walls. Due to the regular building plan("fagure" plan), there is no chance for torsional effects. The horizontal structure is made of timber joists spaced at a distance of 600 mm and overlaid by timber planks and a suspended ceiling made out of mud mortar on slat and cane. The girders are supported by the longitudinal walls. |
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| **Gravity load-bearing & lateral load-resisting systems:** There are variations of this structural type. In some cases, there is a 3- storey hybrid system, in which the top storey isbuilt in timber and the intermediate storey is built in reinforced brickwork or even reinforced concrete; the bottomstorey is of original unreinforced brick masonry construction. | **Gravity load-bearing & lateral load-resisting systems:** There are variations of this structural type. In some cases, there is a 3- storey hybrid system, in which the top storey is built in timber and the intermediate storey is built in reinforced brickwork or even reinforced concrete; the bottom storey is of original unreinforced brick masonry construction. |
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| **Typical wall densities in direction 1:** 10-15% | **Typical wall densities in direction 1:** 10-15% |
| **Typical wall densities in direction 2:** 10-15% | **Typical wall densities in direction 2:** 10-15% |
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| **Additional comments on typical wall densities:** The typical structural wall density is none. 8% - 15% The abovefigures refer to the upper storey wall density in the transverse and longitudinal direction respectively. Wall density at thelower storey is more uniform: it varies between 14% in the transverse direction and 13% in the longitudinaldirection. | **Additional comments on typical wall densities:** The typical structural wall density is none. 8% - 15% The above figures refer to the upper storey wall density in the transverse and longitudinal direction respectively. Wall density at the lower storey is more uniform: it varies between 14% in the transverse direction and 13% in the longitudinal direction. |
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| **Wall Openings:** There are about five windows per floor, usually one for eachroom. Window dimensions (width x depth) are 0.60 m x 1.20 m or 1.40 m x 1.20 m. There are between 5 and 10doors per building, with dimensions (width x depth) of either 0.60 m x 2.10 m or 0.80 m x 2.10 m. In some cases,these are double doors; in other cases these are balcony doors, etc. The total door and window area is equal to onethird of the total wall area. | **Wall Openings:** There are about five windows per floor, usually one for each room. Window dimensions (width x depth) are 0.60 m x 1.20 m or 1.40 m x 1.20 m. There are between 5 and 10doors per building, with dimensions (width x depth) of either 0.60 m x 2.10 m or 0.80 m x 2.10 m. In some cases, these are double doors; in other cases these are balcony doors, etc. The total door and window area is equal to one third of the total wall area. |
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| **Is it typical for buildings of this type to have common walls with adjacent buildings?:** Yes | **Is it typical for buildings of this type to have common walls with adjacent buildings?:** Yes |
| **Type of Floor System:** Other floor system | **Type of Floor System:** Other floor system |
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| **Additional comments on floor system:** Wood plank, plywood or manufactured woodpanels on joists supported by beams or walls | **Additional comments on floor system:** Wood plank, plywood or manufactured wood panels on joists supported by beams or walls |
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| **Type of Roof System:** Roof system, other | **Type of Roof System:** Roof system, other |
| **Additional comments on roof system:** | **Additional comments on roof system:** |
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| **Additional comments section 2:** A typicalseparation distance between the adjacent buildings ranges from 1.9 m to 3.0 m (there is usually a 1.9 m distance to thelot limit).Usually, these houses were designed as semidetached, although in some cases the adjacent unit was not builtat the same time. "Semidetached" in this instance indicates that there is a wall without any windows---referred to inthis report as a "party wall"--- separating the buildings. Semidetached houses divided by a party wall may have differentheights. To the author's knowledge, party walls were introduced as a mandatory measure to protect adjacent buildingsafter the big fire, which devastated the capital city of Bucharest some 200 years ago. | **Additional comments section 2:** A typical separation distance between the adjacent buildings ranges from 1.9 m to 3.0 m (there is usually a 1.9 m distance to the lot limit).Usually, these houses were designed as semidetached, although in some cases the adjacent unit was not built at the same time. "Semidetached" in this instance indicates that there is a wall without any windows---referred to in this report as a "party wall"--- separating the buildings. Semidetached houses divided by a party wall may have different heights. To the author's knowledge, party walls were introduced as a mandatory measure to protect adjacent buildings after the big fire, which devastated the capital city of Bucharest some 200 years ago. |
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| ^ Structural Element ^ Building Material (s) ^ Comment (s) ^ | ^ Structural Element ^ Building Material (s) ^ Comment (s) ^ |
| | Wall/Frame | Bricks 6.25cmx12.5cmx25cm | Quality of brick,mortar, andworkmanship verydifferent but verystrongly influencingthe seismic behaviour | | | Wall/Frame | Bricks 6.25cmx12.5cmx25cm | Quality of brick, mortar, and workmanship very different but very strongly influencing the seismic behaviour | |
| | Foundations | Unreinforced concrete | N/A (build in 1930) | | | Foundations | Unreinforced concrete | N/A (build in 1930) | |
| | Floors | timber joists spaced at 600 mm overlaid by timber boards and asuspended ceiling of mud mortar on slat and cane. | | | | Floors | timber joists spaced at 600 mm overlaid by timber boards and suspended ceiling of mud mortar on slat and cane. | | |
| | Roof | wood framework cladding: zinc plated sheet | | | | Roof | wood framework cladding: zinc plated sheet | | |
| | Other | | | | | Other | | | |
| ==== 4. Socio-Economic Issues ==== | ==== 4. Socio-Economic Issues ==== |
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| **Patterns of occupancy:** Typically, a family of 4 occupies one building. However, patterns of occupancy changed after World War II during thecommunist (Ceausescu) regime as compared to the earlier, pre-war situation. During the process of nationalizingprivately owned residences, many buildings of this kind were appropriated by the government, demolished, andreplaced by blocks of apartments. In some cases, several families lived in a single house; for example, a one-roomapartment was created for a student on the upper floor or for an older person on the lower floor. | **Patterns of occupancy:** Typically, a family of 4 occupies one building. However, patterns of occupancy changed after World War II during the communist (Ceausescu) regime as compared to the earlier, pre-war situation. During the process of nationalizing privately owned residences, many buildings of this kind were appropriated by the government, demolished, and replaced by blocks of apartments. In some cases, several families lived in a single house; for example, a one-room apartment was created for a student on the upper floor or for an older person on the lower floor. |
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| **Number of inhabitants in a typical building of this construction type during the day:** <5 | **Number of inhabitants in a typical building of this construction type during the day:** <5 |
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| ==== 5. Earthquakes ==== | ==== 5. Seismic Vulnerability ==== |
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| === Past Earthquakes in the country which affected buildings of this type=== | === Past Earthquakes in the country which affected buildings of this type=== |
| === Past Earthquakes === | === Past Earthquakes === |
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| **Damage patterns observed in past earthquakes for this construction type:** The most common earthquake damage was in the form of cracks and fallen chimneys. The following general damagepatterns were observed after the 1977 earthquake: 1) heavily damaged buildings typically had inclined (45 or X-shaped)cracks; such cracks (even if they did not lead to immediate collapse) reduced the strength and stiffness of the walls sothat there was imminent danger of collapse from aftershocks; 2) partial collapse if wooden floors were insufficientlyanchored into the masonry, and the bricks were of poor quality, affecting mainly buildings from XIXth century; 3)collapse of chimneys (more severe in the case of tiled roofs). | **Damage patterns observed in past earthquakes for this construction type:** The most common earthquake damage was in the form of cracks and fallen chimneys. The following general damage patterns were observed after the 1977 earthquake: 1) heavily damaged buildings typically had inclined (45 or X-shaped)cracks; such cracks (even if they did not lead to immediate collapse) reduced the strength and stiffness of the walls so that there was imminent danger of collapse from aftershocks; 2) partial collapse if wooden floors were insufficiently anchored into the masonry, and the bricks were of poor quality, affecting mainly buildings from XIXth century; 3) collapse of chimneys (more severe in the case of tiled roofs). |
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| **Additional comments on earthquake damage patterns:** Some plastercracks.Collapse ofchimneys;envelope gotdamaged. | **Additional comments on earthquake damage patterns:** Some plaster cracks. Collapse of chimneys; envelope got damaged. |
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| **Seismic deficiency in walls:** | **Seismic deficiency in walls:** |
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| **Earthquake-resilient features in walls:** Good quality and strength of mortar (past earthquakes have confirmed that the structuralintegrity and stability of masonry walls depend on the quality of both the bricks and themortar); evenly distributed stiffness; wall thickness decreases with height (except for theparty wall common with the adjacent building): adequate connection between the orthogonalwalls. | **Earthquake-resilient features in walls:** Good quality and strength of mortar (past earthquakes have confirmed that the structural integrity and stability of masonry walls depend on the quality of both the bricks and the mortar); evenly distributed stiffness; wall thickness decreases with height (except for the party wall common with the adjacent building): adequate connection between the orthogonal walls. |
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| **Seismic deficiency in frames:** | **Seismic deficiency in frames:** |
| **Earthquake-resilient features in frame:** | **Earthquake-resilient features in frame:** |
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| **Seismic deficiency in roof and floors:** Chimneys insufficientlyanchored; - Absence oftransverse connections at theperimeter of the floors withtimber or metal joists (suchconnections transfer loads inone direction) | **Seismic deficiency in roof and floors:** Chimneys insufficiently anchored; - Absence of transverse connections at the perimeter of the floors with timber or metal joists (such connections transfer loads in one direction) |
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| **Earthquake resilient features in roof and floors:** Timber floors ensure uniform load distribution (floors are simply supported by the wallsinasmuch as these are thick enough); timber floors with joists each measuring 600 mmensure the uniform distribution of the in-plane rigidities such that torsional effects areavoided. Timber joists are supported by longitudinal walls (the main direction in the building).Support of the floor with joists which are orthogonal on the longitudinal walls is consideredby the authors to have had a certain damping effect during the 1977 earthquake. | **Earthquake resilient features in roof and floors:** Timber floors ensure uniform load distribution (floors are simply supported by the walls in as much as these are thick enough); timber floors with joists each measuring 600 mm ensure the uniform distribution of the in-plane rigidities such that torsional effects are avoided. Timber joists are supported by longitudinal walls (the main direction in the building).Support of the floor with joists which are orthogonal on the longitudinal walls is considered by the authors to have had a certain damping effect during the 1977 earthquake. |
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| **Seismic deficiency in foundation:** | **Seismic deficiency in foundation:** |
| For information about how seismic vulnerability ratings were selected see the {{ :wiki:seismic_vulnerability_rating.pdf | Seismic Vulnerability Guidelines}} | For information about how seismic vulnerability ratings were selected see the {{ :wiki:seismic_vulnerability_rating.pdf | Seismic Vulnerability Guidelines}} |
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| | ^ High vulnerabilty ^^ Medium vulnerability ^^ Low vulnerability ^^ | | ^ High vulnerability ^^ Medium vulnerability ^^ Low vulnerability ^^ |
| | | A | B | C | D | E | F | | | | A | B | C | D | E | F | |
| | Seismic vulnerability class | | %%|-%% | o | %%-|%% | | | | | Seismic vulnerability class | | %%|-%% | o | %%-|%% | | | |
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| ^ Structural Deficiency ^ Seismic Strengthening ^ | ^ Structural Deficiency ^ Seismic Strengthening ^ |
| | Diagonal "X"cracks in thewalls | Strengthening using the TENSAR system (Fig. 24), which consists of the following steps: 1. cleaning up plaster 2. cleaning up betweenbricks 3. making holes for nails 4. fixing nails 5. fixing distancing units 6. rolling out the net 7. bordering windows 8. plastering on bothfaces of the net | | | Diagonal "X"cracks in the walls | Strengthening using the TENSAR system (Fig. 24), which consists of the following steps: 1. cleaning up plaster 2. cleaning up between bricks 3. making holes for nails 4. fixing nails 5. fixing distancing units 6. rolling out the net 7. bordering windows 8. plastering on both faces of the net | |
| | Miscellaneouswall cracks | Crack injection with cement paste (Fig. 25 and 26). The crack injection procedure is as follows: 1. The cracks are cleaned with air andwater jet. 2. The cracks are closed with plastering with 1:3 cement mortar on both sides of the masonry, letting injecting holes of 13mm diametre each 30 to 60 cm along the cracks. 3. Before injecting, the plastering is wetted and the continuity of the injection paths isverified with water. 4. Bottom-top injecting, successively closing the openings and control holes. This method cannot be used if brickshave moved or fallen out. | | | Miscellaneous wall cracks | Crack injection with cement paste (Fig. 25 and 26). The crack injection procedure is as follows: 1. The cracks are cleaned with air and water jet. 2. The cracks are closed with plastering with 1:3 cement mortar on both sides of the masonry, letting injecting holes of 13mm diameter each 30 to 60 cm along the cracks. 3. Before injecting, the plastering is wetted and the continuity of the injection paths is verified with water. 4. Bottom-top injecting, successively closing the openings and control holes. This method cannot be used if brick shave moved or fallen out. | |
| | Rebuilding ofcollapsedwalls | Replace collapsed portions of old walls with new masonry walls built in cement mortar. Ensure the connections with the remainingmasonry walls. Epoxy resins may be used. | | | Rebuilding of collapsed walls | Replace collapsed portions of old walls with new masonry walls built in cement mortar. Ensure the connections with the remaining masonry walls. Epoxy resins may be used. | |
| | Largediagonalcracks in thewalls or walldislocations | Use of shotcrete ("torcretare" in Romanian) method (Fig. 27, 28, and 29) as follow s: 1. Attach the wire net to the masonry wall. 2.Apply a 30 mm thick torcrete overlay (only on the damaged zones). The remaining portion of the wall is plastered to obtain an evensurface. Jacketing is an alternative to the "torcrete" method. The jacketing method consists of applying a 50 mm thick reinforcedconcrete overlay cast on both sides of the surface of a masonry wall. The reinforcement consists of "sudat" wire nets anchored withclasps into the masonry. | | | Large diagonal cracks in the walls or wall dislocations | Use of shotcrete ("torcretare" in Romanian) method (Fig. 27, 28, and 29) as follow s: 1. Attach the wire net to the masonry wall. 2.Apply a 30 mm thick concrete overlay (only on the damaged zones). The remaining portion of the wall is plastered to obtain an even surface. Jacketing is an alternative to the "torcrete" method. The jacketing method consists of applying a 50 mm thick reinforced concrete overlay cast on both sides of the surface of a masonry wall. The reinforcement consists of "sudat" wire nets anchored with clasps into the masonry. | |
| | Correction ofconceptualdesign errors | Replace heavy walls with light walls or connect them to the rigid walls of the load-bearing system (this can be also used in constructionof new buildings). | | | Correction of conceptual design errors | Replace heavy walls with light walls or connect them to the rigid walls of the load-bearing system (this can be also used in construction of new buildings). | |
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| **Additional comments on seismic strengthening provisions:** All the above-listed provisions are repair methods (except for the TENSAR strengthening). The TENSARstrengthening method is a rather new method which can be used for the repair of damaged buildings or for thestrengthening of undamaged buildings at risk of future earthquakes. The method has been recommended for theretrofit of historic buildings in Romania according to article 7.3.4.4. (GOR 1998-2000). GOR does not recommend theuse of "TENSAR," because it is a specific commercial product, but rather recommends the use of generic polymergrids. GOR (1998-2000) suggested performing repair with the polymer grids compatible with the mud mortar used inthe existing construction; however, mud mortar it is no longer made. Therefore, the application of TENSAR systemimplies mixing the new cement mortar with the mud mortar and clay bricks in the existing construction. This is adrawback to the TENSAR method (and other similar methods), as it leads to the deterioration of the original materialover time and a loss in the effectiveness of the structural strengthening in the event of an earthquake (reviewer'saddition). The authors' opinion is that the long-term and short-term time effects of the TENSAR system are notadequately researched at this time. For example, Romanian cities are exposed to significant annual temperaturevariations (which may range from -30 to +40 in Iasi and other cities). Such significant temperature variationsdeteriorate the bond between materials with different characteristics. Therefore, systems like TENSAR should be usedwith caution. The authors believe that the GOR decision to propose this type of system in the above-mentioneddocument might have been influenced by the limited choices. Reinforced concrete jacketing is an alternative to the useof the TENSAR (or similar alternative) system; however, the jacketing might affect the shape of monuments in a morenegative way as compared to the TENSAR strengthening. | **Additional comments on seismic strengthening provisions:** All the above-listed provisions are repair methods (except for the TENSAR strengthening). The TENSAR strengthening method is a rather new method which can be used for the repair of damaged buildings or for the strengthening of undamaged buildings at risk of future earthquakes. The method has been recommended for the retrofit of historic buildings in Romania according to article 7.3.4.4. (GOR 1998-2000). GOR does not recommend the use of "TENSAR," because it is a specific commercial product, but rather recommends the use of generic polymer grids. GOR (1998-2000) suggested performing repair with the polymer grids compatible with the mud mortar used in the existing construction; however, mud mortar it is no longer made. Therefore, the application of TENSAR system implies mixing the new cement mortar with the mud mortar and clay bricks in the existing construction. This is a drawback to the TENSAR method (and other similar methods), as it leads to the deterioration of the original material over time and a loss in the effectiveness of the structural strengthening in the event of an earthquake (reviewer's addition). The authors' opinion is that the long-term and short-term time effects of the TENSAR system are not adequately researched at this time. For example, Romanian cities are exposed to significant annual temperature variations (which may range from -30 to +40 in Iasi and other cities). Such significant temperature variations deteriorate the bond between materials with different characteristics. Therefore, systems like TENSAR should be usedwith caution. The authors believe that the GOR decision to propose this type of system in the above-mentioned document might have been influenced by the limited choices. Reinforced concrete jacketing is an alternative to the useof the TENSAR (or similar alternative) system; however, the jacketing might affect the shape of monuments in a more negative way as compared to the TENSAR strengthening. |
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| **Has seismic strengthening described in the above table been performed?** Strengthening was not required for the building described in this report. In past earthquakes, buildings of this typesuffered only minor damages, such as the collapse of chimneys which damaged the roof cladding, and some superficialwall (plaster) cracks. These damages were repaired by qualified workers and the repair was managed by the owner. Allabove-mentioned strengthening techniques (except the TENSAR strengthening) were used after the 1977 earthquake.Out of these, crack injection was most widely used. After the 1977 earthquake, a crack injection methodologydeveloped by INCERC was used (manual pump was used for minor repairs and mechanised procedures have beendeveloped for larger efforts). There are no reported examples of housing applications for this method; however,several public buildings, including the Architecture Institute, were repaired using this method. The torcrete methodwas used for repairing diagonal large cracks or dislocations. | **Has seismic strengthening described in the above table been performed?** Strengthening was not required for the building described in this report. In past earthquakes, buildings of this type suffered only minor damages, such as the collapse of chimneys which damaged the roof cladding, and some superficial wall (plaster) cracks. These damages were repaired by qualified workers and the repair was managed by the owner. All above-mentioned strengthening techniques (except the TENSAR strengthening) were used after the 1977 earthquake.Out of these, crack injection was most widely used. After the 1977 earthquake, a crack injection methodology developed by INCERC was used (manual pump was used for minor repairs and mechanised procedures have been developed for larger efforts). There are no reported examples of housing applications for this method; however, several public buildings, including the Architecture Institute, were repaired using this method. The torcrete method was used for repairing diagonal large cracks or dislocations. |
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| **Was the work done as a mitigation effort on an undamaged building or as a repair following earthquake damages?:** The work was done as repair after the 1977 earthquake. However, some methods, like TENSAR strengthening, can beused for the retrofit of undamaged buildings to protect them against future earthquakes. | **Was the work done as a mitigation effort on an undamaged building or as a repair following earthquake damages?:** The work was done as repair after the 1977 earthquake. However, some methods, like TENSAR strengthening, can be used for the retrofit of undamaged buildings to protect them against future earthquakes. |
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| **Was the construction inspected in the same manner as new construction?** Information not available. | **Was the construction inspected in the same manner as new construction?** Information not available. |
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| **Who performed the construction: a contractor or owner/user? Was an architect or engineer involved?:** In general, engineers are involved in the design of the repair and strengthening provisions. Also, architects are involvedin aproving the use of certain repair methods for a particular building. | **Who performed the construction: a contractor or owner/user? Was an architect or engineer involved?:** In general, engineers are involved in the design of the repair and strengthening provisions. Also, architects are involved in a proving the use of certain repair methods for a particular building. |
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| **What has been the performance of retrofitted buildings of this type in subsequent earthquakes?:** After the 1977 earthquake, there were no earthquakes of similar intensity. The building described in this report, whichrequired only minor repairs (mainly crack injection) in 1940, was not significantly damaged in the 1977 earthquake. | **What has been the performance of retrofitted buildings of this type in subsequent earthquakes?:** After the 1977 earthquake, there were no earthquakes of similar intensity. The building described in this report, which required only minor repairs (mainly crack injection) in 1940, was not significantly damaged in the 1977 earthquake. |
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| **Additional comments section 6:** | **Additional comments section 6:** |
