Abstract
Existing structures must be adapted to comply with current standards or for space efficiency requirements. This adaptation may include the need to create openings in existing walls. In load bearing walls, the loading path is locally altered and the new path needs to be strengthened. In this paper, a strengthening practice technique based on the introduction of steel beams and steel portal frames and currently applied in Haussmannian buildings and French Alps Ski resort hotels is described. This technique is widely used and applied to walls with different materials and thicknesses or different openings geometry and for a high variety of loadings, presenting acceptable results along time. The knowledge presented in this work is intended to give guidance to numerical and experimental research related to opening strengthening, to strengthening guidelines definition and at the same time to support and encourage the development of innovating wall openings strengthening techniques.
Highlights
In construction practices the load part resisted by the strengthening structure is evaluate following simple engineering judgment, experimen
3. 3T.hTehsetrsettanrl eganntdhgnetuhnmeinenrgiicnaolgpreoesepnaeirncnhgiinss gnteesecdtheedcnhtioqnquiuqeanutiefy correctly the load resisted by the strengthening components and by the existing wall
This solutUioNPn30w0 as applied in a Haussmann building located in PariUsN.PT30h0e opening length is 340 HEclaBoer2w4en0twAtim4hd4ehEeeAlleosdninuvctgeeheapodHatrrepnEsrdc3otBeh0hdr2losorac4orlms0eHnfnsHAlAsoØgSI4dT4v1hoE-M.8HeAel1oTsx3rYnin36rvcw-Lg6a2ehs8Na0o.antPao80ren6rddlco0lhUhdxyoso6trNlh0seHtxsoHAe1PØSI0Tn1t-M3h8H1x3tY0e36h-L620833Ne0l.04P8o000p6encc0rmmxxgo6i0isfxti1tul0eindsgiAna3awrH0le0EapcBlmp2rl4ooi0ssfiilsteiaoAswntHoee3E0ddBac2mva4a0ogloiadningtosUHtrtNEhsPBieni32o04t00enoateacfhlfehHsceEitdBisg2e64ih00nxLot6N.0fePxLat1h0NcehPwpm6ra0oxeLl6lfNti0Plaaxe1nl0,lidFc ijpgur.so5tf-iblaee)s
Summary
In construction practices the load part resisted by the strengthening structure is evaluate following simple engineering judgment, experimen-. 3. 3T.hTehsetrsettanrl eganntdhgnetuhnmeinenrgiicnaolgpreoesepnaeirncnhgiinss gnteesecdtheedcnhtioqnquiuqeanutiefy correctly the load resisted by the strengthening components and by the existing wall. Ends, defining a steel portal frame which strengthens at the same time the existing adjacent walls. This solutUioNPn30w0 as applied in a Haussmann building located in PariUsN.PT30h0e opening length is 340 HEclaBoer2w4en0twAtim4hd4ehEeeAlleosdninuvctgeeheapodHatrrepnEsrdc3otBeh0hdr2losorac4orlms0eHnfnsHAlAsoØgSI4dT4v1hoE-M.8HeAel1oTsx3rYnin36rvcw-Lg6a2ehs8Na0o.antPao80ren6rddlco0lhUhdxyoso6trNlh0seHtxsoHAe1PØSI0Tn1t-M3h8H1x3tY0e36h-L620833Ne0l.04P8o000p6encc0rmmxxgo6i0isfxti1tul0eindsgiAna3awrH0le0EapcBlmp2rl4ooi0ssfiilsteiaoAswntHoee3E0ddBac2mva4a0ogloiadningtosUHtrtNEhsPBieni32o04t00enoateacfhlfehHsceEitdBisg2e64ih00nxLot6N.0fePxLat1h0NcehPwpm6ra0oxeLl6lfNti0Plaaxe1nl0,lidFc ijpgur.so5tf-iblaee)s-. A30tcmthe bearings and3s40incmce for masonry wa3l0lctmhe bearing stress is limited to 70500-cm2000 kN/m2, HEB profiles are are introduced along the thickness wall to spread the b50ecamms vertical reaction along the wall masonry, Fig. 5-b), avoiding the high stresses around the beam ends HAS M16 anchor threaded rods. 240. profiles are welded transversally to the longitudinal profiles to avoid torsion effects in each profile, Fig. 5-a)
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