4 research outputs found
ΠΠΎΠ±ΡΠ΄ΠΎΠ²Π° ΠΏΠΎΠ²Π½ΠΎΡ Π΄ΡΠ°Π³ΡΠ°ΠΌΠΈ Π½Π°ΠΏΡΡΠΆΠ΅Π½Π½Ρ-Π΄Π΅ΡΠΎΡΠΌΠ°ΡΡΡ Π±Π΅ΡΠΎΠ½Ρ, Π²ΠΈΠΊΠΎΡΠΈΡΡΠΎΠ²ΡΡΡΠΈ ΠΊΠΎΡΠ΅Π»ΡΡΡΡ ΡΠΈΡΡΠΎΠ²ΠΎΠ³ΠΎ Π·ΠΎΠ±ΡΠ°ΠΆΠ΅Π½Π½Ρ
This paper reports the development and verification of a new procedure for formation of a complete stress-strain curve of concrete with a downward region of strain by using a digital image correlation method. A new technique to build spectle patterns on the surface of concrete is described. That makes it possible to accurately enough reproduce the spectle patterns on the surface of concrete and perform a high-quality analysis of strains involving digital image correlation. The advantages of this research technique have been established when predicting the formation of internal cracks in concrete followed by their propagation. In addition, using the digital image correlation methodology makes it possible to obtain strains of the entire studied plane of the sample at each stage of loading. This procedure provides an opportunity to investigate a change in strains and the movement of individual points or areas when studying concrete surfaces. That is a relevant issue as it enables more detailed diagnostics of existing reinforced concrete structures. To check the accuracy of this procedure application, a mechanical gauge with an accuracy of 0.001Β mm was additionally installed. 2 high-speed monochrome CCD cameras with different lenses were used in determining concrete strains involving the digital image correlation technique. The deformations were controlled with a period of time every 250Β ms. The load was controlled by an additional third camera with a speed of 50Β frames/second. The result of the experimental study is the formed full concrete destruction diagram with a downward region of strain. The deviation of the results of strains based on the mechanical gauge with an accuracy of 0.001Β mm with a base of 200Β mm from those acquired by the digital image correlation procedure was mainly up to 10Β %, which confirms the reliability of the results. The results of this work allow a more accurate calculation of reinforced concrete structures in the practice of design, inspection, or reinforcement of existing structuresΠ Π΄Π°Π½Π½ΠΎΠΉ ΡΠ°Π±ΠΎΡΠ΅ ΡΠ°Π·ΡΠ°Π±ΠΎΡΠ°Π½Π° ΠΈ Π°ΠΏΡΠΎΠ±ΠΈΡΠΎΠ²Π°Π½Π° Π½ΠΎΠ²Π°Ρ ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΠ° ΠΏΠΎΡΡΡΠΎΠ΅Π½ΠΈΡ ΠΏΠΎΠ»Π½ΠΎΠΉ Π΄ΠΈΠ°Π³ΡΠ°ΠΌΠΌΡ "Π½Π°ΠΏΡΡΠΆΠ΅Π½ΠΈΠ΅-Π΄Π΅ΡΠΎΡΠΌΠ°ΡΠΈΠΈ" Π±Π΅ΡΠΎΠ½Π° Ρ Π½ΠΈΡΡ
ΠΎΠ΄ΡΡΠΈΠΌ ΡΡΠ°ΡΡΠΊΠΎΠΌ Π΄Π΅ΡΠΎΡΠΌΠΈΡΠΎΠ²Π°Π½ΠΈΡ, ΠΈΡΠΏΠΎΠ»ΡΠ·ΡΡ ΠΌΠ΅ΡΠΎΠ΄ ΡΠΈΡΡΠΎΠ²ΠΎΠΉ ΠΊΠΎΡΡΠ΅Π»ΡΡΠΈΠΈ ΠΈΠ·ΠΎΠ±ΡΠ°ΠΆΠ΅Π½ΠΈΡ. ΠΡΠ΅Π΄ΡΡΠ°Π²Π»Π΅Π½Ρ ΠΏΡΠ΅Π΄Π»ΠΎΠΆΠ΅Π½ΠΈΡ Π½ΠΎΠ²ΠΎΠΉ ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΠΈ ΡΠΎΠ·Π΄Π°Π½ΠΈΡ ΡΠΏΠ΅ΡΠΊΠ»ΠΎΠ² Π½Π° ΠΏΠΎΠ²Π΅ΡΡ
Π½ΠΎΡΡΠΈ Π±Π΅ΡΠΎΠ½Π°. ΠΡΠΎ Π΄Π°Π΅Ρ Π²ΠΎΠ·ΠΌΠΎΠΆΠ½ΠΎΡΡΡ Π΄ΠΎΡΡΠ°ΡΠΎΡΠ½ΠΎ ΡΠΎΡΠ½ΠΎ Π²ΠΎΡΠΏΡΠΎΠΈΠ·Π²ΠΎΠ΄ΠΈΡΡ ΡΠΏΠ΅ΠΊΡΠ»Ρ Π½Π° ΠΏΠΎΠ²Π΅ΡΡ
Π½ΠΎΡΡΠΈ Π±Π΅ΡΠΎΠ½Π° ΠΈ Π²ΡΠΏΠΎΠ»Π½ΡΡΡ ΠΊΠ°ΡΠ΅ΡΡΠ²Π΅Π½Π½ΡΠΉ Π°Π½Π°Π»ΠΈΠ· Π΄Π΅ΡΠΎΡΠΌΠ°ΡΠΈΠΉ ΠΏΡΠΈ ΡΠΈΡΡΠΎΠ²ΠΎΠΉ ΠΊΠΎΡΡΠ΅Π»ΡΡΠΈΠΈ ΠΈΠ·ΠΎΠ±ΡΠ°ΠΆΠ΅Π½ΠΈΡ. ΠΠΎΠ»ΡΡΠ΅Π½Ρ ΠΏΡΠ΅ΠΈΠΌΡΡΠ΅ΡΡΠ²Π° Π΄Π°Π½Π½ΠΎΠ³ΠΎ ΡΠΏΠΎΡΠΎΠ±Π° ΠΈΡΡΠ»Π΅Π΄ΠΎΠ²Π°Π½ΠΈΡ Π΄Π»Ρ Π²ΠΎΠ·ΠΌΠΎΠΆΠ½ΠΎΡΡΠΈ ΠΏΡΠΎΠ³Π½ΠΎΠ·ΠΈΡΠΎΠ²Π°Π½ΠΈΡ ΠΎΠ±ΡΠ°Π·ΠΎΠ²Π°Π½ΠΈΡ Π²Π½ΡΡΡΠ΅Π½Π½ΠΈΡ
ΡΡΠ΅ΡΠΈΠ½ Π² Π±Π΅ΡΠΎΠ½Π΅ Ρ ΠΈΡ
ΡΠ°ΡΠΏΡΠΎΡΡΡΠ°Π½Π΅Π½ΠΈΠ΅ΠΌ. Π’Π°ΠΊΠΆΠ΅, ΠΈΡΠΏΠΎΠ»ΡΠ·ΠΎΠ²Π°Π½ΠΈΠ΅ ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΠΈ ΡΠΈΡΡΠΎΠ²ΠΎΠΉ ΠΊΠΎΡΡΠ΅Π»ΡΡΠΈΠΈ ΠΈΠ·ΠΎΠ±ΡΠ°ΠΆΠ΅Π½ΠΈΡ ΠΏΠΎΠ·Π²ΠΎΠ»ΡΠ΅Ρ ΠΏΠΎΠ»ΡΡΠ°ΡΡ ΠΎΡΠ½ΠΎΡΠΈΡΠ΅Π»ΡΠ½ΡΠ΅ Π΄Π΅ΡΠΎΡΠΌΠ°ΡΠΈΠΈ Π²ΡΠ΅ΠΉ ΠΈΡΡΠ»Π΅Π΄ΠΎΠ²Π°Π½Π½ΠΎΠΉ ΠΏΠ»ΠΎΡΠΊΠΎΡΡΠΈ ΠΎΠ±ΡΠ°Π·ΡΠ° Π½Π° ΠΊΠ°ΠΆΠ΄ΠΎΠΌ ΡΡΠ°ΠΏΠ΅ Π½Π°Π³ΡΡΠ·ΠΊΠΈ. ΠΠ°Π½Π½Π°Ρ ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΠ° ΡΠΎΠ·Π΄Π°Π΅Ρ Π²ΠΎΠ·ΠΌΠΎΠΆΠ½ΠΎΡΡΡ ΠΈΡΡΠ»Π΅Π΄ΠΎΠ²Π°ΡΡ ΠΈΠ·ΠΌΠ΅Π½Π΅Π½ΠΈΠ΅ ΠΎΡΠ½ΠΎΡΠΈΡΠ΅Π»ΡΠ½ΡΡ
Π΄Π΅ΡΠΎΡΠΌΠ°ΡΠΈΠΉ ΠΈ ΠΏΠ΅ΡΠ΅ΠΌΠ΅ΡΠ΅Π½ΠΈΡ ΠΎΡΠ΄Π΅Π»ΡΠ½ΡΡ
ΡΠΎΡΠ΅ΠΊ ΠΈΠ»ΠΈ ΡΡΠ°ΡΡΠΊΠΎΠ² ΠΏΡΠΈ ΠΈΡΡΠ»Π΅Π΄ΠΎΠ²Π°Π½ΠΈΠΈ Π±Π΅ΡΠΎΠ½Π½ΡΡ
ΠΏΠΎΠ²Π΅ΡΡ
Π½ΠΎΡΡΠ΅ΠΉ. ΠΡΠΎ ΡΠ²Π»ΡΠ΅ΡΡΡ Π°ΠΊΡΡΠ°Π»ΡΠ½ΡΠΌ Π²ΠΎΠΏΡΠΎΡΠΎΠΌ, ΠΏΠΎΡΠΊΠΎΠ»ΡΠΊΡ Π΄Π°ΡΡ Π²ΠΎΠ·ΠΌΠΎΠΆΠ½ΠΎΡΡΡ Π±ΠΎΠ»Π΅Π΅ Π΄Π΅ΡΠ°Π»ΡΠ½ΠΎΠΉ Π΄ΠΈΠ°Π³Π½ΠΎΡΡΠΈΠΊΠΈ ΡΡΡΠ΅ΡΡΠ²ΡΡΡΠΈΡ
ΠΆΠ΅Π»Π΅Π·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΡΡ
ΠΊΠΎΠ½ΡΡΡΡΠΊΡΠΈΠΉ. ΠΠ»Ρ ΠΏΡΠΎΠ²Π΅ΡΠΊΠΈ ΡΠΎΡΠ½ΠΎΡΡΠΈ ΠΈΡΠΏΠΎΠ»ΡΠ·ΠΎΠ²Π°Π½ΠΈΡ ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΠΈ Π΄ΠΎΠΏΠΎΠ»Π½ΠΈΡΠ΅Π»ΡΠ½ΠΎ Π±ΡΠ» ΡΡΡΠ°Π½ΠΎΠ²Π»Π΅Π½ ΠΌΠΈΠΊΡΠΎΠΈΠ½Π΄ΠΈΠΊΠ°ΡΠΎΡ Ρ ΡΠΎΡΠ½ΠΎΡΡΡΡ 0.001 ΠΌΠΌ. ΠΡΠΈ ΠΎΠΏΡΠ΅Π΄Π΅Π»Π΅Π½ΠΈΠΈ Π΄Π΅ΡΠΎΡΠΌΠ°ΡΠΈΠΉ Π±Π΅ΡΠΎΠ½Π° ΠΏΠΎ ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΠ΅ ΡΠΈΡΡΠΎΠ²ΠΎΠΉ ΠΊΠΎΡΡΠ΅Π»ΡΡΠΈΠΈ ΠΈΠ·ΠΎΠ±ΡΠ°ΠΆΠ΅Π½ΠΈΡ Π±ΡΠ»ΠΎ ΠΈΡΠΏΠΎΠ»ΡΠ·ΠΎΠ²Π°Π½ΠΎ 2 Π²ΡΡΠΎΠΊΠΎΡΠΊΠΎΡΠΎΡΡΠ½ΡΠ΅ ΠΌΠΎΠ½ΠΎΡ
ΡΠΎΠΌΠ½ΡΠ΅ CCD ΠΊΠ°ΠΌΠ΅ΡΡ Ρ ΡΠ°Π·Π»ΠΈΡΠ½ΡΠΌΠΈ ΠΎΠ±ΡΠ΅ΠΊΡΠΈΠ²Π°ΠΌΠΈ. ΠΠ΅ΡΠΎΡΠΌΠ°ΡΠΈΠΈ ΠΊΠΎΠ½ΡΡΠΎΠ»ΠΈΡΠΎΠ²Π°Π»ΠΈΡΡ Ρ ΠΏΠ΅ΡΠΈΠΎΠ΄ΠΎΠΌ Π²ΡΠ΅ΠΌΠ΅Π½ΠΈ ΠΊΠ°ΠΆΠ΄ΡΠ΅ 250 ΠΌΡ. ΠΠ°Π³ΡΡΠ·ΠΊΠ° ΠΊΠΎΠ½ΡΡΠΎΠ»ΠΈΡΠΎΠ²Π°Π»ΠΎΡΡ Ρ ΠΏΠΎΠΌΠΎΡΡΡ Π΄ΠΎΠΏΠΎΠ»Π½ΠΈΡΠ΅Π»ΡΠ½ΠΎΠΉ ΡΡΠ΅ΡΡΠ΅ΠΉ ΠΊΠ°ΠΌΠ΅ΡΡ ΡΠΎ ΡΠΊΠΎΡΠΎΡΡΡ 50 ΠΊΠ°Π΄ΡΠΎΠ²/ΡΠ΅ΠΊΡΠ½Π΄Ρ. Π ΡΠ΅Π·ΡΠ»ΡΡΠ°ΡΠ΅ ΡΠΊΡΠΏΠ΅ΡΠΈΠΌΠ΅Π½ΡΠ°Π»ΡΠ½ΡΡ
ΠΈΡΡΠ»Π΅Π΄ΠΎΠ²Π°Π½ΠΈΠΉ Π±ΡΠ»Π° ΠΏΠΎΡΡΡΠΎΠ΅Π½Π° ΠΏΠΎΠ»Π½Π°Ρ Π΄ΠΈΠ°Π³ΡΠ°ΠΌΠΌΠ° ΡΠ°Π·ΡΡΡΠ΅Π½ΠΈΡ Π±Π΅ΡΠΎΠ½Π° Ρ Π½ΠΈΡΡ
ΠΎΠ΄ΡΡΠ΅ΠΉ ΡΡΠ°ΡΡΠΊΠΎΠΌ Π΄Π΅ΡΠΎΡΠΌΠ°ΡΠΈΠΈ. ΠΡΠΊΠ»ΠΎΠ½Π΅Π½ΠΈΠ΅ Π΄Π΅ΡΠΎΡΠΌΠ°ΡΠΈΠΉ ΠΏΠΎ ΠΌΠΈΠΊΡΠΎΠΈΠ½Π΄ΠΈΠΊΠ°ΡΠΎΡΡ Ρ ΡΠΎΡΠ½ΠΎΡΡΡΡ 0.001 ΠΌΠΌ Π½Π° Π±Π°Π·Π΅ 200 ΠΌΠΌ ΠΈ ΠΏΠΎ ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΠ΅ ΡΠΈΡΡΠΎΠ²ΠΎΠΉ ΠΊΠΎΡΡΠ΅Π»ΡΡΠΈΠΈ ΠΈΠ·ΠΎΠ±ΡΠ°ΠΆΠ΅Π½ΠΈΡ ΡΠΎΡΡΠ°Π²Π»ΡΠ»Π° Π² ΠΎΡΠ½ΠΎΠ²Π½ΠΎΠΌ Π΄ΠΎ 10 %, ΡΡΠΎ ΠΏΠΎΠ΄ΡΠ²Π΅ΡΠΆΠ΄Π°Π΅Ρ Π΄ΠΎΡΡΠΎΠ²Π΅ΡΠ½ΠΎΡΡΡ ΡΠ΅Π·ΡΠ»ΡΡΠ°ΡΠΎΠ². Π Π΅Π·ΡΠ»ΡΡΠ°ΡΡ Π΄Π°Π½Π½ΠΎΠΉ ΡΠ°Π±ΠΎΡΡ Π΄Π°ΡΡ Π²ΠΎΠ·ΠΌΠΎΠΆΠ½ΠΎΡΡΡ Π΄Π»Ρ Π±ΠΎΠ»Π΅Π΅ ΡΠΎΡΠ½ΠΎΠ³ΠΎ ΡΠ°ΡΡΠ΅ΡΠ° ΠΆΠ΅Π»Π΅Π·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΡΡ
ΠΊΠΎΠ½ΡΡΡΡΠΊΡΠΈΠΉ Π² ΠΏΡΠ°ΠΊΡΠΈΠΊΠ΅ ΠΏΡΠΎΠ΅ΠΊΡΠΈΡΠΎΠ²Π°Π½ΠΈΡ, ΠΎΠ±ΡΠ»Π΅Π΄ΠΎΠ²Π°Π½ΠΈΡ ΠΈΠ»ΠΈ ΡΡΠΈΠ»Π΅Π½ΠΈΡ ΡΡΡΠ΅ΡΡΠ²ΡΡΡΠΈΡ
ΠΊΠΎΠ½ΡΡΡΡΠΊΡΠΈΠΉΠ£ Π΄Π°Π½ΡΠΉ ΡΠΎΠ±ΠΎΡΡ ΡΠΎΠ·ΡΠΎΠ±Π»Π΅Π½ΠΎ ΡΠ° Π°ΠΏΡΠΎΠ±ΡΠ²Π°Π½ΠΎ Π½ΠΎΠ²Ρ ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΡ ΠΏΠΎΠ±ΡΠ΄ΠΎΠ²ΠΈ ΠΏΠΎΠ²Π½ΠΎΡ Π΄ΡΠ°Π³ΡΠ°ΠΌΠΈ βΠ½Π°ΠΏΡΡΠΆΠ΅Π½Π½Ρ-Π΄Π΅ΡΠΎΡΠΌΠ°ΡΡΡβ Π±Π΅ΡΠΎΠ½Ρ Π· Π½ΠΈΠ·Ρ
ΡΠ΄Π½ΠΎΡ Π΄ΡΠ»ΡΠ½ΠΊΠΎΡ Π΄Π΅ΡΠΎΡΠΌΡΠ²Π°Π½Π½Ρ, Π²ΠΈΠΊΠΎΡΠΈΡΡΠΎΠ²ΡΡΡΠΈ ΠΌΠ΅ΡΠΎΠ΄ ΡΠΈΡΡΠΎΠ²ΠΎΡ ΠΊΠΎΡΠ΅Π»ΡΡΡΡ Π·ΠΎΠ±ΡΠ°ΠΆΠ΅Π½Π½Ρ. ΠΡΠ΅Π΄ΡΡΠ°Π²Π»Π΅Π½ΠΎ ΠΏΡΠΎΠΏΠΎΠ·ΠΈΡΡΡ Π½ΠΎΠ²ΠΎΡ ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΠΈ ΡΡΠ²ΠΎΡΠ΅Π½Π½Ρ ΡΠΏΠ΅ΡΠΊΠ»ΡΠ² Π½Π° ΠΏΠΎΠ²Π΅ΡΡ
Π½Ρ Π±Π΅ΡΠΎΠ½Ρ. Π¦Π΅ Π΄Π°Ρ ΠΌΠΎΠΆΠ»ΠΈΠ²ΡΡΡΡ Π΄ΠΎΡΠΈΡΡ ΡΠΎΡΠ½ΠΎ Π²ΡΠ΄ΡΠ²ΠΎΡΡΠ²Π°ΡΠΈ ΡΠΏΠ΅ΠΊΡΠ»ΠΈ Π½Π° ΠΏΠΎΠ²Π΅ΡΡ
Π½Ρ Π±Π΅ΡΠΎΠ½Ρ ΡΠ° Π²ΠΈΠΊΠΎΠ½ΡΠ²Π°ΡΠΈ ΡΠΊΡΡΠ½ΠΈΠΉ Π°Π½Π°Π»ΡΠ· Π΄Π΅ΡΠΎΡΠΌΠ°ΡΡΠΉ ΠΏΡΠΈ ΡΠΈΡΡΠΎΠ²ΡΠΉ ΠΊΠΎΡΠ΅Π»ΡΡΡΡ Π·ΠΎΠ±ΡΠ°ΠΆΠ΅Π½Π½Ρ. ΠΡΡΠ°Π½ΠΎΠ²Π»Π΅Π½ΠΎ ΠΏΠ΅ΡΠ΅Π²Π°Π³ΠΈ Π΄Π°Π½ΠΎΠ³ΠΎ ΡΠΏΠΎΡΠΎΠ±Ρ Π΄ΠΎΡΠ»ΡΠ΄ΠΆΠ΅Π½Π½Ρ Π΄Π»Ρ ΠΌΠΎΠΆΠ»ΠΈΠ²ΠΎΡΡΡ ΠΏΡΠΎΠ³Π½ΠΎΠ·ΡΠ²Π°Π½Π½Ρ ΡΡΠ²ΠΎΡΠ΅Π½Π½Ρ Π²Π½ΡΡΡΡΡΠ½ΡΡ
ΡΡΡΡΠΈΠ½ Π² Π±Π΅ΡΠΎΠ½Ρ Π· ΡΡ
ΠΏΠΎΡΠΈΡΠ΅Π½Π½ΡΠΌ. Π’Π°ΠΊΠΎΠΆ, Π²ΠΈΠΊΠΎΡΠΈΡΡΠ°Π½Π½Ρ ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΠΈ ΡΠΈΡΡΠΎΠ²ΠΎΡ ΠΊΠΎΡΠ΅Π»ΡΡΡΡ Π·ΠΎΠ±ΡΠ°ΠΆΠ΅Π½Π½Ρ Π΄ΠΎΠ·Π²ΠΎΠ»ΡΡ ΠΎΡΡΠΈΠΌΠ°Π½Π½Ρ Π²ΡΠ΄Π½ΠΎΡΠ½ΠΈΡ
Π΄Π΅ΡΠΎΡΠΌΠ°ΡΡΠΉ Π²ΡΡΡΡ Π΄ΠΎΡΠ»ΡΠ΄ΠΆΠ΅Π½ΠΎΡ ΠΏΠ»ΠΎΡΠΈΠ½ΠΈ Π·ΡΠ°Π·ΠΊΠ° Π½Π° ΠΊΠΎΠΆΠ½ΠΎΠΌΡ Π΅ΡΠ°ΠΏΡ Π½Π°Π²Π°Π½ΡΠ°ΠΆΠ΅Π½Π½Ρ. ΠΠ°Π½Π° ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΠ° ΡΡΠ²ΠΎΡΡΡ ΠΌΠΎΠΆΠ»ΠΈΠ²ΡΡΡΡ Π΄ΠΎΡΠ»ΡΠ΄ΠΈΡΠΈ Π·ΠΌΡΠ½Ρ Π²ΡΠ΄Π½ΠΎΡΠ½ΠΈΡ
Π΄Π΅ΡΠΎΡΠΌΠ°ΡΡΠΉ ΡΠ° ΠΏΠ΅ΡΠ΅ΠΌΡΡΠ΅Π½Π½Ρ ΠΎΠΊΡΠ΅ΠΌΠΈΡ
ΡΠΎΡΠΎΠΊ Π°Π±ΠΎ Π΄ΡΠ»ΡΠ½ΠΎΠΊ ΠΏΡΠΈ Π΄ΠΎΡΠ»ΡΠ΄ΠΆΠ΅Π½Π½Ρ Π±Π΅ΡΠΎΠ½Π½ΠΈΡ
ΠΏΠΎΠ²Π΅ΡΡ
ΠΎΠ½Ρ. Π¦Π΅ Ρ Π°ΠΊΡΡΠ°Π»ΡΠ½ΠΈΠΌ ΠΏΠΈΡΠ°Π½Π½ΡΠΌ, ΠΎΡΠΊΡΠ»ΡΠΊΠΈ Π΄Π°Ρ ΠΌΠΎΠΆΠ»ΠΈΠ²ΠΎΡΡΡ Π±ΡΠ»ΡΡ Π΄Π΅ΡΠ°Π»ΡΠ½ΠΎΡ Π΄ΡΠ°Π³Π½ΠΎΡΡΠΈΠΊΠΈ ΡΡΠ½ΡΡΡΠΈΡ
Π·Π°Π»ΡΠ·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΈΡ
ΠΊΠΎΠ½ΡΡΡΡΠΊΡΡΠΉ. ΠΠ»Ρ ΠΏΠ΅ΡΠ΅Π²ΡΡΠΊΠΈ ΡΠΎΡΠ½ΠΎΡΡΡ Π²ΠΈΠΊΠΎΡΠΈΡΡΠ°Π½Π½Ρ ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΠΈ Π΄ΠΎΠ΄Π°ΡΠΊΠΎΠ²ΠΎ Π±ΡΠ»ΠΎ Π²ΡΡΠ°Π½ΠΎΠ²Π»Π΅Π½ΠΎ ΠΌΡΠΊΡΠΎΡΠ½Π΄ΠΈΠΊΠ°ΡΠΎΡ Π· ΡΠΎΡΠ½ΡΡΡΡ 0.001 ΠΌΠΌ. ΠΡΠΈ Π²ΠΈΠ·Π½Π°ΡΠ΅Π½Π½Ρ Π΄Π΅ΡΠΎΡΠΌΠ°ΡΡΠΉ Π±Π΅ΡΠΎΠ½Ρ Π·Π° ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΠΎΡ ΡΠΈΡΡΠΎΠ²ΠΎΡ ΠΊΠΎΡΠ΅Π»ΡΡΡΡ Π·ΠΎΠ±ΡΠ°ΠΆΠ΅Π½Π½Ρ Π±ΡΠ»ΠΎ Π²ΠΈΠΊΠΎΡΠΈΡΡΠ°Π½ΠΎ 2 Π²ΠΈΡΠΎΠΊΠΎΡΠ²ΠΈΠ΄ΠΊΡΡΠ½Ρ ΠΌΠΎΠ½ΠΎΡ
ΡΠΎΠΌΠ½Ρ CCD ΠΊΠ°ΠΌΠ΅ΡΠΈ Π· ΡΡΠ·Π½ΠΈΠΌΠΈ ΠΎΠ±βΡΠΊΡΠΈΠ²Π°ΠΌΠΈ. ΠΠ΅ΡΠΎΡΠΌΠ°ΡΡΡ ΠΊΠΎΠ½ΡΡΠΎΠ»ΡΠ²Π°Π»ΠΈΡΡ Π· ΠΏΠ΅ΡΡΠΎΠ΄ΠΎΠΌ ΡΠ°ΡΡ ΠΊΠΎΠΆΠ½Ρ 250 ΠΌΡ. ΠΠ°Π²Π°Π½ΡΠ°ΠΆΠ΅Π½Π½Ρ ΠΊΠΎΠ½ΡΡΠΎΠ»ΡΠ²Π°Π»ΠΎΡΡ Π·Π° Π΄ΠΎΠΏΠΎΠΌΠΎΠ³ΠΎΡ Π΄ΠΎΠ΄Π°ΡΠΊΠΎΠ²ΠΎΡ ΡΡΠ΅ΡΡΠΎΡ ΠΊΠ°ΠΌΠ΅ΡΠΈ Π·Ρ ΡΠ²ΠΈΠ΄ΠΊΡΡΡΡ 50 ΠΊΠ°Π΄ΡΡΠ²/ΡΠ΅ΠΊΡΠ½Π΄Ρ. Π ΡΠ΅Π·ΡΠ»ΡΡΠ°ΡΡ Π΅ΠΊΡΠΏΠ΅ΡΠΈΠΌΠ΅Π½ΡΠ°Π»ΡΠ½ΠΈΡ
Π΄ΠΎΡΠ»ΡΠ΄ΠΆΠ΅Π½Ρ Π±ΡΠ»ΠΎ ΠΏΠΎΠ±ΡΠ΄ΠΎΠ²Π°Π½ΠΎ ΠΏΠΎΠ²Π½Ρ Π΄ΡΠ°Π³ΡΠ°ΠΌΡ ΡΡΠΉΠ½ΡΠ²Π°Π½Π½Ρ Π±Π΅ΡΠΎΠ½Ρ Π· Π½ΠΈΠ·Ρ
ΡΠ΄Π½ΠΎΡ Π΄ΡΠ»ΡΠ½ΠΊΠΎΡ Π΄Π΅ΡΠΎΡΠΌΠ°ΡΡΡ. ΠΡΠ΄Ρ
ΠΈΠ»Π΅Π½Π½Ρ ΡΠ΅Π·ΡΠ»ΡΡΠ°ΡΡΠ² Π΄Π΅ΡΠΎΡΠΌΠ°ΡΡΠΉ Π·Π° ΠΌΡΠΊΡΠΎΡΠ½Π΄ΠΈΠΊΠ°ΡΠΎΡΠΎΠΌ Π· ΡΠΎΡΠ½ΡΡΡΡ 0.001 ΠΌΠΌ Π½Π° Π±Π°Π·Ρ 200 ΠΌΠΌ ΡΠ° Π·Π° ΠΌΠ΅ΡΠΎΠ΄ΠΈΠΊΠΎΡ ΡΠΈΡΡΠΎΠ²ΠΎΡ ΠΊΠΎΡΠ΅Π»ΡΡΡΡ Π·ΠΎΠ±ΡΠ°ΠΆΠ΅Π½Π½Ρ ΡΠΊΠ»Π°Π΄Π°Π»Π° Π² ΠΎΡΠ½ΠΎΠ²Π½ΠΎΠΌΡ Π΄ΠΎ 10 %, ΡΠΎ ΠΏΡΠ΄ΡΠ²Π΅ΡΠ΄ΠΆΡΡ Π΄ΠΎΡΡΠΎΠ²ΡΡΠ½ΡΡΡΡ ΡΠ΅Π·ΡΠ»ΡΡΠ°ΡΡΠ². Π Π΅Π·ΡΠ»ΡΡΠ°ΡΠΈ Π΄Π°Π½ΠΎΡ ΡΠΎΠ±ΠΎΡΠΈ Π΄Π°ΡΡΡ ΠΌΠΎΠΆΠ»ΠΈΠ²ΡΡΡΡ Π΄Π»Ρ Π±ΡΠ»ΡΡ ΡΠΎΡΠ½ΠΎΠ³ΠΎ ΡΠΎΠ·ΡΠ°Ρ
ΡΠ½ΠΊΡ Π·Π°Π»ΡΠ·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΈΡ
ΠΊΠΎΠ½ΡΡΡΡΠΊΡΡΠΉ Π² ΠΏΡΠ°ΠΊΡΠΈΡΡ ΠΏΡΠΎΠ΅ΠΊΡΡΠ²Π°Π½Π½Ρ, ΠΎΠ±ΡΡΠ°ΠΆΠ΅Π½Π½Ρ ΡΠΈ ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½Π½ΡΡ
ΡΡΠ½ΡΡΡΠΈΡ
ΠΊΠΎΠ½ΡΡΡΡΠΊΡΡ
ΠΠ΅ΡΠΎΠ΄ΠΈΠΊΠ° Π²ΠΈΠ·Π½Π°ΡΠ΅Π½Π½Ρ ΡΠ΅ΡΠΌΠΎΠΏΡΡΠΆΠ½ΠΎΠ³ΠΎ ΡΡΠ°Π½Ρ Π·Π°Π»ΡΠ·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΎΡ Π±Π°Π»ΠΊΠΈ ΠΌΠΎΡΡΠ° ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½ΠΎΡ ΠΌΠ΅ΡΠΈΠ»ΠΌΠ΅ΡΠ°ΠΊΡΠΈΠ»Π°ΡΠΎΠΌ
This paper reports the analysis of methods for determining temperature stresses and deformations in bridge structures under the influence of climatic temperature changes in the environment.
A one-dimensional model has been applied to determine the temperature field and thermoelastic state in order to practically estimate the temperature fields and stresses of strengthened beams taking into consideration temperature changes in the environment.
The temperature field distribution has been determined in the vertical direction of a reinforced concrete beam depending on the thickness of the structural reinforcement with methyl methacrylate. It was established that there is a change in the temperature gradient in a contact between the reinforced concrete beam and reinforcement.
The distribution of temperature stresses in the vertical direction of a strengthened reinforced concrete beam has been defined, taking into consideration the thickness of the reinforcement with methyl methacrylate and the value of its elasticity module. It was established that the thickness of the reinforcement does not have a significant impact on increasing stresses while increasing the elasticity module of the structural reinforcement leads to an increase in temperature stresses. The difference in the derived stress values for a beam with methyl methacrylate reinforcement with a thickness of 10Β mm and 20Β mm, at elasticity module E=15,000Β MPa, is up to 3Β % at positive and negative temperatures.
It has been found that there is a change in the nature of the distribution of temperature stresses across the height of the beam at the contact surface of the reinforced concrete beam and methyl methacrylate reinforcement. The value of temperature stresses in the beam with methyl methacrylate reinforcement and exposed to the positive and negative ambient temperatures increases by three times.
It was established that the value of temperature stresses is affected by a difference in the temperature of the reinforced concrete beam and reinforcement, as well as the physical and mechanical parameters of the investigated structural materials of the beam and the structural reinforcement with methyl methacrylateΠΡΠΎΠ²Π΅Π΄Π΅Π½ Π°Π½Π°Π»ΠΈΠ· ΠΌΠ΅ΡΠΎΠ΄ΠΎΠ² ΠΎΠΏΡΠ΅Π΄Π΅Π»Π΅Π½ΠΈΡ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΡΡ
Π½Π°ΠΏΡΡΠΆΠ΅Π½ΠΈΠΉ ΠΈ Π΄Π΅ΡΠΎΡΠΌΠ°ΡΠΈΠΉ Π² ΠΌΠΎΡΡΠΎΠ²ΡΡ
ΠΊΠΎΠ½ΡΡΡΡΠΊΡΠΈΡΡ
ΠΏΡΠΈ Π²ΠΎΠ·Π΄Π΅ΠΉΡΡΠ²ΠΈΠΈ ΠΊΠ»ΠΈΠΌΠ°ΡΠΈΡΠ΅ΡΠΊΠΈΡ
ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΡΡ
ΠΏΠ΅ΡΠ΅ΠΏΠ°Π΄ΠΎΠ² ΠΎΠΊΡΡΠΆΠ°ΡΡΠ΅ΠΉ ΡΡΠ΅Π΄Ρ.
ΠΡΠΈΠΌΠ΅Π½Π΅Π½Π° ΠΎΠ΄Π½ΠΎΠΌΠ΅ΡΠ½Π°Ρ ΠΌΠΎΠ΄Π΅Π»Ρ ΠΎΠΏΡΠ΅Π΄Π΅Π»Π΅Π½ΠΈΡ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΠΎΠ³ΠΎ ΠΏΠΎΠ»Ρ ΠΈ ΡΠ΅ΡΠΌΠΎΡΠΏΡΡΠ³ΠΎΠ³ΠΎ ΡΠΎΡΡΠΎΡΠ½ΠΈΡ Π΄Π»Ρ ΠΏΡΠ°ΠΊΡΠΈΡΠ΅ΡΠΊΠΎΠΉ ΠΎΡΠ΅Π½ΠΊΠΈ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΡΡ
ΠΏΠΎΠ»Π΅ΠΉ ΠΈ Π½Π°ΠΏΡΡΠΆΠ΅Π½ΠΈΠΉ ΡΡΠΈΠ»Π΅Π½Π½ΡΡ
Π±Π°Π»ΠΎΠΊ Ρ ΡΡΠ΅ΡΠΎΠΌ Π²ΠΎΠ·Π΄Π΅ΠΉΡΡΠ²ΠΈΡ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΡΡ
ΠΏΠ΅ΡΠ΅ΠΏΠ°Π΄ΠΎΠ² ΠΎΠΊΡΡΠΆΠ°ΡΡΠ΅ΠΉ ΡΡΠ΅Π΄Ρ.
ΠΠΎΠ»ΡΡΠ΅Π½ΠΎ ΡΠ°ΡΠΏΡΠ΅Π΄Π΅Π»Π΅Π½ΠΈΠ΅ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΠΎΠ³ΠΎ ΠΏΠΎΠ»Ρ Π² Π²Π΅ΡΡΠΈΠΊΠ°Π»ΡΠ½ΠΎΠΌ Π½Π°ΠΏΡΠ°Π²Π»Π΅Π½ΠΈΠΈ ΠΆΠ΅Π»Π΅Π·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΎΠΉ Π±Π°Π»ΠΊΠΈ Π² Π·Π°Π²ΠΈΡΠΈΠΌΠΎΡΡΠΈ ΠΎΡ ΡΠΎΠ»ΡΠΈΠ½Ρ ΠΊΠΎΠ½ΡΡΡΡΠΊΡΠΈΠ²Π½ΠΎΠ³ΠΎ ΡΡΠΈΠ»Π΅Π½ΠΈΡ ΠΌΠ΅ΡΠΈΠ»ΠΌΠ΅ΡΠ°ΠΊΡΠΈΠ»Π°ΡΠΎΠΌ. Π£ΡΡΠ°Π½ΠΎΠ²Π»Π΅Π½ΠΎ, ΡΡΠΎ Π½Π° ΠΊΠΎΠ½ΡΠ°ΠΊΡΠ΅ ΠΆΠ΅Π»Π΅Π·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΎΠΉ Π±Π°Π»ΠΊΠΈ ΠΈ ΡΡΠΈΠ»Π΅Π½ΠΈΡ Π½Π°Π±Π»ΡΠ΄Π°Π΅ΡΡΡ ΠΈΠ·ΠΌΠ΅Π½Π΅Π½ΠΈΠ΅ Π³ΡΠ°Π΄ΠΈΠ΅Π½ΡΠ° ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΡ.
ΠΠΎΠ»ΡΡΠ΅Π½ΠΎ ΡΠ°ΡΠΏΡΠ΅Π΄Π΅Π»Π΅Π½ΠΈΠ΅ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΡΡ
Π½Π°ΠΏΡΡΠΆΠ΅Π½ΠΈΠΉ Π² Π²Π΅ΡΡΠΈΠΊΠ°Π»ΡΠ½ΠΎΠΌ Π½Π°ΠΏΡΠ°Π²Π»Π΅Π½ΠΈΠΈ ΡΡΠΈΠ»Π΅Π½Π½ΠΎΠΉ ΠΆΠ΅Π»Π΅Π·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΎΠΉ Π±Π°Π»ΠΊΠΈ Ρ ΡΡΠ΅ΡΠΎΠΌ ΡΠΎΠ»ΡΠΈΠ½Ρ ΡΡΠΈΠ»Π΅Π½ΠΈΡ ΠΌΠ΅ΡΠΈΠ»ΠΌΠ΅ΡΠ°ΠΊΡΠΈΠ»Π°ΡΠΎΠΌ ΠΈ Π²Π΅Π»ΠΈΡΠΈΠ½Ρ ΠΌΠΎΠ΄ΡΠ»Ρ Π΅Π³ΠΎ ΡΠΏΡΡΠ³ΠΎΡΡΠΈ. Π£ΡΡΠ°Π½ΠΎΠ²Π»Π΅Π½ΠΎ, ΡΡΠΎ ΡΠΎΠ»ΡΠΈΠ½Π° ΡΡΠΈΠ»Π΅Π½ΠΈΡ Π½Π΅ ΠΎΠΊΠ°Π·ΡΠ²Π°Π΅Ρ Π·Π½Π°ΡΠΈΡΠ΅Π»ΡΠ½ΠΎΠ³ΠΎ Π²Π»ΠΈΡΠ½ΠΈΡ Π½Π° ΠΏΠΎΠ²ΡΡΠ΅Π½ΠΈΠ΅ Π½Π°ΠΏΡΡΠΆΠ΅Π½ΠΈΠΉ, ΠΎΠ΄Π½Π°ΠΊΠΎ ΡΠ²Π΅Π»ΠΈΡΠ΅Π½ΠΈΠ΅ ΠΌΠΎΠ΄ΡΠ»Ρ ΡΠΏΡΡΠ³ΠΎΡΡΠΈ ΠΊΠΎΠ½ΡΡΡΡΠΊΡΠΈΠ²Π½ΠΎΠ³ΠΎ ΡΡΠΈΠ»Π΅Π½ΠΈΡ ΠΏΡΠΈΠ²ΠΎΠ΄ΠΈΡ ΠΊ ΠΏΠΎΠ²ΡΡΠ΅Π½ΠΈΡ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΡΡ
Π½Π°ΠΏΡΡΠΆΠ΅Π½ΠΈΠΉ. Π Π°Π·Π½ΠΈΡΠ° ΠΏΠΎΠ»ΡΡΠ΅Π½Π½ΡΡ
Π·Π½Π°ΡΠ΅Π½ΠΈΠΉ Π½Π°ΠΏΡΡΠΆΠ΅Π½ΠΈΠΉ Π΄Π»Ρ Π±Π°Π»ΠΊΠΈ Ρ ΠΌΠ΅ΡΠΈΠ»ΠΌΠ΅ΡΠ°ΠΊΡΠΈΠ»Π°ΡΠ½ΡΠΌ ΡΡΠΈΠ»Π΅Π½ΠΈΠ΅ΠΌ ΡΠΎΠ»ΡΠΈΠ½ΠΎΠΉ 10 ΠΌΠΌ ΠΈ 20 ΠΌΠΌ ΠΏΡΠΈ ΠΌΠΎΠ΄ΡΠ»Π΅ ΡΠΏΡΡΠ³ΠΎΡΡΠΈ Π=15000 ΠΠΠ° ΡΠΎΡΡΠ°Π²Π»ΡΠ΅Ρ Π΄ΠΎ 3% ΠΏΡΠΈ ΠΏΠΎΠ»ΠΎΠΆΠΈΡΠ΅Π»ΡΠ½ΡΡ
ΠΈ ΠΎΡΡΠΈΡΠ°ΡΠ΅Π»ΡΠ½ΡΡ
ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ°Ρ
.
Π£ΡΡΠ°Π½ΠΎΠ²Π»Π΅Π½ΠΎ, ΡΡΠΎ Π½Π° ΠΊΠΎΠ½ΡΠ°ΠΊΡΠ½ΠΎΠΉ ΠΏΠΎΠ²Π΅ΡΡ
Π½ΠΎΡΡΠΈ ΠΆΠ΅Π»Π΅Π·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΎΠΉ Π±Π°Π»ΠΊΠΈ ΠΈ ΠΌΠ΅ΡΠΈΠ»ΠΌΠ΅ΡΠ°ΠΊΡΠΈΠ»Π°ΡΠ½ΠΎΠ³ΠΎ ΡΡΠΈΠ»Π΅Π½ΠΈΡ ΠΏΡΠΎΠΈΡΡ
ΠΎΠ΄ΠΈΡ ΠΈΠ·ΠΌΠ΅Π½Π΅Π½ΠΈΠ΅ Ρ
Π°ΡΠ°ΠΊΡΠ΅ΡΠ° ΡΠ°ΡΠΏΡΠ΅Π΄Π΅Π»Π΅Π½ΠΈΡ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΡΡ
Π½Π°ΠΏΡΡΠΆΠ΅Π½ΠΈΠΉ ΠΏΠΎ Π²ΡΡΠΎΡΠ΅ Π±Π°Π»ΠΊΠΈ. ΠΠ½Π°ΡΠ΅Π½ΠΈΠ΅ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΡΡ
Π½Π°ΠΏΡΡΠΆΠ΅Π½ΠΈΠΉ Π² Π±Π°Π»ΠΊΠ΅ Ρ ΠΌΠ΅ΡΠΈΠ»ΠΌΠ΅ΡΠ°ΠΊΡΠΈΠ»Π°ΡΠ½ΡΠΌ ΡΡΠΈΠ»Π΅Π½ΠΈΠ΅ΠΌ ΠΈ Π΄Π΅ΠΉΡΡΠ²ΠΈΠ΅ ΠΏΠΎΠ»ΠΎΠΆΠΈΡΠ΅Π»ΡΠ½ΡΡ
ΠΈ ΠΎΡΡΠΈΡΠ°ΡΠ΅Π»ΡΠ½ΡΡ
ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡ ΠΎΠΊΡΡΠΆΠ°ΡΡΠ΅ΠΉ ΡΡΠ΅Π΄Ρ ΡΠ²Π΅Π»ΠΈΡΠΈΠ²Π°Π΅ΡΡΡ Π² ΡΡΠΈ ΡΠ°Π·Π°.
Π£ΡΡΠ°Π½ΠΎΠ²Π»Π΅Π½ΠΎ, ΡΡΠΎ Π½Π° Π²Π΅Π»ΠΈΡΠΈΠ½Ρ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΡΡ
Π½Π°ΠΏΡΡΠΆΠ΅Π½ΠΈΠΉ Π²Π»ΠΈΡΠ΅Ρ ΡΠ°Π·Π½ΠΈΡΠ° ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡ ΠΆΠ΅Π»Π΅Π·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΎΠΉ Π±Π°Π»ΠΊΠΈ ΠΈ ΡΡΠΈΠ»Π΅Π½ΠΈΡ, Π° ΡΠ°ΠΊΠΆΠ΅ ΡΠΈΠ·ΠΈΠΊΠΎ-ΠΌΠ΅Ρ
Π°Π½ΠΈΡΠ΅ΡΠΊΠΈΠ΅ ΠΏΠ°ΡΠ°ΠΌΠ΅ΡΡΡ ΠΈΡΡΠ»Π΅Π΄ΡΠ΅ΠΌΡΡ
ΠΊΠΎΠ½ΡΡΡΡΠΊΡΠΈΠΎΠ½Π½ΡΡ
ΠΌΠ°ΡΠ΅ΡΠΈΠ°Π»ΠΎΠ² Π±Π°Π»ΠΊΠΈ ΠΈ ΠΊΠΎΠ½ΡΡΡΡΠΊΡΠΈΠ²Π½ΠΎΠ³ΠΎ ΡΡΠΈΠ»Π΅Π½ΠΈΡ ΠΌΠ΅ΡΠΈΠ»ΠΌΠ΅ΡΠ°ΠΊΡΠΈΠ»Π°ΡΠΎΠΌΠΡΠΎΠ²Π΅Π΄Π΅Π½ΠΎ Π°Π½Π°Π»ΡΠ· ΠΌΠ΅ΡΠΎΠ΄ΡΠ² Π²ΠΈΠ·Π½Π°ΡΠ΅Π½Π½Ρ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΠΈΡ
Π½Π°ΠΏΡΡΠΆΠ΅Π½Ρ ΡΠ° Π΄Π΅ΡΠΎΡΠΌΠ°ΡΡΠΉ Ρ ΠΌΠΎΡΡΠΎΠ²ΠΈΡ
ΠΊΠΎΠ½ΡΡΡΡΠΊΡΡΡΡ
ΠΏΡΠΈ Π΄ΡΡ ΠΊΠ»ΡΠΌΠ°ΡΠΈΡΠ½ΠΈΡ
ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΠΈΡ
ΠΏΠ΅ΡΠ΅ΠΏΠ°Π΄ΡΠ² Π½Π°Π²ΠΊΠΎΠ»ΠΈΡΠ½ΡΠΎΠ³ΠΎ ΡΠ΅ΡΠ΅Π΄ΠΎΠ²ΠΈΡΠ°.
ΠΠ°ΡΡΠΎΡΠΎΠ²Π°Π½ΠΎ ΠΎΠ΄Π½ΠΎΠ²ΠΈΠΌΡΡΠ½Ρ ΠΌΠΎΠ΄Π΅Π»Ρ Π²ΠΈΠ·Π½Π°ΡΠ΅Π½Π½Ρ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΠΎΠ³ΠΎ ΠΏΠΎΠ»Ρ ΡΠ° ΡΠ΅ΡΠΌΠΎΠΏΡΡΠΆΠ½ΠΎΠ³ΠΎ ΡΡΠ°Π½Ρ Π΄Π»Ρ ΠΏΡΠ°ΠΊΡΠΈΡΠ½ΠΎΡ ΠΎΡΡΠ½ΠΊΠΈ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΠΈΡ
ΠΏΠΎΠ»ΡΠ² ΡΠ° Π½Π°ΠΏΡΡΠΆΠ΅Π½Ρ ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½ΠΈΡ
Π±Π°Π»ΠΎΠΊ ΡΠ· Π²ΡΠ°Ρ
ΡΠ²Π°Π½Π½ΡΠΌ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΠΈΡ
ΠΏΠ΅ΡΠ΅ΠΏΠ°Π΄ΡΠ² Π½Π°Π²ΠΊΠΎΠ»ΠΈΡΠ½ΡΠΎΠ³ΠΎ ΡΠ΅ΡΠ΅Π΄ΠΎΠ²ΠΈΡΠ°.
ΠΡΡΠΈΠΌΠ°Π½ΠΎ ΡΠΎΠ·ΠΏΠΎΠ΄ΡΠ» ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΠΎΠ³ΠΎ ΠΏΠΎΠ»Ρ Ρ Π²Π΅ΡΡΠΈΠΊΠ°Π»ΡΠ½ΠΎΠΌΡ Π½Π°ΠΏΡΡΠΌΡ Π·Π°Π»ΡΠ·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΎΡ Π±Π°Π»ΠΊΠΈ Ρ Π·Π°Π»Π΅ΠΆΠ½ΠΎΡΡΡ Π²ΡΠ΄ ΡΠΎΠ²ΡΠΈΠ½ΠΈ ΠΊΠΎΠ½ΡΡΡΡΠΊΡΠΈΠ²Π½ΠΎΠ³ΠΎ ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½Π½Ρ ΠΌΠ΅ΡΠΈΠ»ΠΌΠ΅ΡΠ°ΠΊΡΠΈΠ»Π°ΡΠΎΠΌ. ΠΡΡΠ°Π½ΠΎΠ²Π»Π΅Π½ΠΎ, ΡΠΎ Π½Π° ΠΊΠΎΠ½ΡΠ°ΠΊΡΡ Π·Π°Π»ΡΠ·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΎΡ Π±Π°Π»ΠΊΠΈ ΡΠ° ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½Π½Ρ ΡΠΏΠΎΡΡΠ΅ΡΡΠ³Π°ΡΡΡΡΡ Π·ΠΌΡΠ½Π° Π³ΡΠ°Π΄ΡΡΠ½ΡΡ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠΈ.
ΠΡΡΠΈΠΌΠ°Π½ΠΎ ΡΠΎΠ·ΠΏΠΎΠ΄ΡΠ» ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΠΈΡ
Π½Π°ΠΏΡΡΠΆΠ΅Π½Ρ Ρ Π²Π΅ΡΡΠΈΠΊΠ°Π»ΡΠ½ΠΎΠΌΡ Π½Π°ΠΏΡΡΠΌΡ ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½ΠΎΡ Π·Π°Π»ΡΠ·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΎΡ Π±Π°Π»ΠΊΠΈ ΡΠ· Π²ΡΠ°Ρ
ΡΠ²Π°Π½Π½ΡΠΌ ΡΠΎΠ²ΡΠΈΠ½ΠΈ ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½Π½Ρ ΠΌΠ΅ΡΠΈΠ»ΠΌΠ΅ΡΠ°ΠΊΡΠΈΠ»Π°ΡΠΎΠΌ ΡΠ° Π²Π΅Π»ΠΈΡΠΈΠ½ΠΈ ΠΌΠΎΠ΄ΡΠ»Ρ ΠΉΠΎΠ³ΠΎ ΠΏΡΡΠΆΠ½ΠΎΡΡΡ. ΠΡΡΠ°Π½ΠΎΠ²Π»Π΅Π½ΠΎ, ΡΠΎ ΡΠΎΠ²ΡΠΈΠ½Π° ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½Π½Ρ Π½Π΅ ΠΌΠ°Ρ Π·Π½Π°ΡΠ½ΠΎΠ³ΠΎ Π²ΠΏΠ»ΠΈΠ²Ρ Π½Π° ΠΏΡΠ΄Π²ΠΈΡΠ΅Π½Π½Ρ Π½Π°ΠΏΡΡΠΆΠ΅Π½Ρ, ΠΏΡΠΎΡΠ΅ Π·Π±ΡΠ»ΡΡΠ΅Π½Π½Ρ ΠΌΠΎΠ΄ΡΠ»Ρ ΠΏΡΡΠΆΠ½ΠΎΡΡΡ ΠΊΠΎΠ½ΡΡΡΡΠΊΡΠΈΠ²Π½ΠΎΠ³ΠΎ ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½Π½Ρ ΠΏΡΠΈΠ·Π²ΠΎΠ΄ΠΈΡΡ Π΄ΠΎ ΠΏΡΠ΄Π²ΠΈΡΠ΅Π½Π½Ρ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΠΈΡ
Π½Π°ΠΏΡΡΠΆΠ΅Π½Ρ. Π ΡΠ·Π½ΠΈΡΡ ΠΎΡΡΠΈΠΌΠ°Π½ΠΈΡ
Π·Π½Π°ΡΠ΅Π½Ρ Π½Π°ΠΏΡΡΠΆΠ΅Π½Ρ Π΄Π»Ρ Π±Π°Π»ΠΊΠΈ ΡΠ· ΠΌΠ΅ΡΠΈΠ»ΠΌΠ΅ΡΠ°ΠΊΡΠΈΠ»Π°ΡΠ½ΠΈΠΌ ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½Π½ΡΠΌ ΡΠΎΠ²ΡΠΈΠ½ΠΎΡ 10 ΠΌΠΌ Ρ 20 ΠΌΠΌ ΠΏΡΠΈ ΠΌΠΎΠ΄ΡΠ»Ρ ΠΏΡΡΠΆΠ½ΠΎΡΡΡ Π=15000 ΠΠΠ° ΡΡΠ°Π½ΠΎΠ²ΠΈΡΡ Π΄ΠΎ 3 % ΠΏΡΠΈ Π΄ΠΎΠ΄Π°ΡΠ½ΠΈΡ
Ρ Π²ΡΠ΄βΡΠΌΠ½ΠΈΡ
ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ°Ρ
.
ΠΡΡΠ°Π½ΠΎΠ²Π»Π΅Π½ΠΎ, ΡΠΎ Π½Π° ΠΊΠΎΠ½ΡΠ°ΠΊΡΠ½ΡΠΉ ΠΏΠΎΠ²Π΅ΡΡ
Π½Ρ Π·Π°Π»ΡΠ·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΎΡ Π±Π°Π»ΠΊΠΈ Ρ ΠΌΠ΅ΡΠΈΠ»ΠΌΠ΅ΡΠ°ΠΊΡΠΈΠ»Π°ΡΠ½ΠΎΠ³ΠΎ ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½Π½Ρ Π²ΡΠ΄Π±ΡΠ²Π°ΡΡΡΡΡ Π·ΠΌΡΠ½Π° Ρ
Π°ΡΠ°ΠΊΡΠ΅ΡΡ ΡΠΎΠ·ΠΏΠΎΠ΄ΡΠ»Ρ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΠΈΡ
Π½Π°ΠΏΡΡΠΆΠ΅Π½Ρ ΠΏΠΎ Π²ΠΈΡΠΎΡΡ Π±Π°Π»ΠΊΠΈ. ΠΠ½Π°ΡΠ΅Π½Π½Ρ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΠΈΡ
Π½Π°ΠΏΡΡΠΆΠ΅Π½Ρ Ρ Π±Π°Π»ΡΡ ΡΠ· ΠΌΠ΅ΡΠΈΠ»ΠΌΠ΅ΡΠ°ΠΊΡΠΈΠ»Π°ΡΠ½ΠΈΠΌ ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½Π½ΡΠΌ Ρ Π΄ΡΡ Π΄ΠΎΠ΄Π°ΡΠ½ΠΈΡ
ΡΠ° Π²ΡΠ΄βΡΠΌΠ½ΠΈΡ
ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡ Π½Π°Π²ΠΊΠΎΠ»ΠΈΡΠ½ΡΠΎΠ³ΠΎ ΡΠ΅ΡΠ΅Π΄ΠΎΠ²ΠΈΡΠ° Π·Π±ΡΠ»ΡΡΡΡΡΡΡΡ Ρ ΡΡΠΈ ΡΠ°Π·ΠΈ.
ΠΡΡΠ°Π½ΠΎΠ²Π»Π΅Π½ΠΎ, ΡΠΎ Π½Π° Π²Π΅Π»ΠΈΡΠΈΠ½Ρ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡΠ½ΠΈΡ
Π½Π°ΠΏΡΡΠΆΠ΅Π½Ρ Π²ΠΏΠ»ΠΈΠ²Π°Ρ ΡΡΠ·Π½ΠΈΡΡ ΡΠ΅ΠΌΠΏΠ΅ΡΠ°ΡΡΡ Π·Π°Π»ΡΠ·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΎΡ Π±Π°Π»ΠΊΠΈ Ρ ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½Π½Ρ, Π° ΡΠ°ΠΊΠΎΠΆ ΡΡΠ·ΠΈΠΊΠΎ-ΠΌΠ΅Ρ
Π°Π½ΡΡΠ½Ρ ΠΏΠ°ΡΠ°ΠΌΠ΅ΡΡΠΈ Π΄ΠΎΡΠ»ΡΠ΄ΠΆΡΠ²Π°Π½ΠΈΡ
ΠΊΠΎΠ½ΡΡΡΡΠΊΡΡΠΉΠ½ΠΈΡ
ΠΌΠ°ΡΠ΅ΡΡΠ°Π»ΡΠ² Π±Π°Π»ΠΊΠΈ ΡΠ° ΠΊΠΎΠ½ΡΡΡΡΠΊΡΠΈΠ²Π½ΠΎΠ³ΠΎ ΠΏΡΠ΄ΡΠΈΠ»Π΅Π½Π½Ρ ΠΌΠ΅ΡΠΈΠ»ΠΌΠ΅ΡΠ°ΠΊΡΠΈΠ»Π°ΡΠΎ
Formation of A Complete Stress-strain Curve of Concrete Using Digital Image Corellation
This paper reports the development and verification of a new procedure for formation of a complete stress-strain curve of concrete with a downward region of strain by using a digital image correlation method. A new technique to build spectle patterns on the surface of concrete is described. That makes it possible to accurately enough reproduce the spectle patterns on the surface of concrete and perform a high-quality analysis of strains involving digital image correlation. The advantages of this research technique have been established when predicting the formation of internal cracks in concrete followed by their propagation. In addition, using the digital image correlation methodology makes it possible to obtain strains of the entire studied plane of the sample at each stage of loading. This procedure provides an opportunity to investigate a change in strains and the movement of individual points or areas when studying concrete surfaces. That is a relevant issue as it enables more detailed diagnostics of existing reinforced concrete structures. To check the accuracy of this procedure application, a mechanical gauge with an accuracy of 0.001 mm was additionally installed. 2 high-speed monochrome CCD cameras with different lenses were used in determining concrete strains involving the digital image correlation technique. The deformations were controlled with a period of time every 250 ms. The load was controlled by an additional third camera with a speed of 50 frames/second. The result of the experimental study is the formed full concrete destruction diagram with a downward region of strain. The deviation of the results of strains based on the mechanical gauge with an accuracy of 0.001 mm with a base of 200 mm from those acquired by the digital image correlation procedure was mainly up to 10 %, which confirms the reliability of the results. The results of this work allow a more accurate calculation of reinforced concrete structures in the practice of design, inspection, or reinforcement of existing structure
Procedure for Determining the Thermoelastic State of A Reinforced Concrete Bridge Beam Strengthened with Methyl Methacrylate
This paper reports the analysis of methods for determining temperature stresses and deformations in bridge structures under the influence of climatic temperature changes in the environment.
A one-dimensional model has been applied to determine the temperature field and thermoelastic state in order to practically estimate the temperature fields and stresses of strengthened beams taking into consideration temperature changes in the environment.
The temperature field distribution has been determined in the vertical direction of a reinforced concrete beam depending on the thickness of the structural reinforcement with methyl methacrylate. It was established that there is a change in the temperature gradient in a contact between the reinforced concrete beam and reinforcement.
The distribution of temperature stresses in the vertical direction of a strengthened reinforced concrete beam has been defined, taking into consideration the thickness of the reinforcement with methyl methacrylate and the value of its elasticity module. It was established that the thickness of the reinforcement does not have a significant impact on increasing stresses while increasing the elasticity module of the structural reinforcement leads to an increase in temperature stresses. The difference in the derived stress values for a beam with methyl methacrylate reinforcement with a thickness of 10 mm and 20 mm, at elasticity module E=15,000 MPa, is up to 3 % at positive and negative temperatures.
It has been found that there is a change in the nature of the distribution of temperature stresses across the height of the beam at the contact surface of the reinforced concrete beam and methyl methacrylate reinforcement. The value of temperature stresses in the beam with methyl methacrylate reinforcement and exposed to the positive and negative ambient temperatures increases by three times.
It was established that the value of temperature stresses is affected by a difference in the temperature of the reinforced concrete beam and reinforcement, as well as the physical and mechanical parameters of the investigated structural materials of the beam and the structural reinforcement with methyl methacrylat