Taşıyıcı duvar panoları ile yapılan prefabrike konut yapısı

Abstract

ÖZET Yüksek Lisans Tezi olarak sunulan bu çalışmada altı katlı taşıyıcı duvar panolarından oluşan betonarme prefabrike bir yapı projelendirilmiştir. Yapının boyutları 18.30 m * 22.40 m ve temelden yüksekliği 20.50 m dir. Yapı 1. derece deprem bölgesindedir. Duvar panolarının taşıyıcı tabaka kalınlığı 20 cm dir. Dış duvar panolarında ve cephe panolarında 4 cm kalınlığında ısı yalıtım malzemesi kullanılmıştır. Yapının boyutlandınlmasında yatay yükler esas alınmış ve yatay yükler altındaki hesabı, Afet Bölgelerinde Yapılacak Yapılar Hakkında Yönetmelik Eylül / 1998 ve ÖZDEN K., PORTAKALCI A., Deprem Araştırma Bülteni Sayı : 39 Ekim / 1982'ye göre yapılmıştır. Yapı belirlenen deprem yüklerine göre birbirine dik iki doğrultuda bağlantı kirişlerinin çatlamış (I ı= 0.40*1 = 0.40*0.0046 = 0.0018 m4) olması ve çatlamamış (I = 0.0046 m4) olması durumları için ayrı ayrı hesaplanmıştır. Bağlantı kirişlerinin çatlamış olması durumunda kiriş atalet momenti olarak homojen kesit atalet momentinin % 40, çatlamamış olması durumunda ise kendi atalet momenti alınmıştır. Yapımn betonarme prefabrike duvar panoları ile teşkil edilmiş olması sebebiyle doğan ek kesit tesirleri hesabı TS 9967'ye göre yapılmıştır. Mesnetlenme durumlarına bağlı olarak, döşeme panolarının statik hesaplan. ÇETMELİ E. Plaklar İ.T.Ü Vakfı Yayın No : 19 1987, TS 500 ve AYDIN M. R. Betonarme hesap tabloları (Taşıma Gücü Yöntemi)' ne göre yapılmıştır. Temel sistemi olarak Radye Temel seçilmiş ve döşeme hesaplarına benzetilerek analizi yapılmıştır. xıv

SUMMARY DESIGN OF PREFABRICATED REINFORCED CONCRETE BUILDING SYSTEM WITH LARGE PANELS The desing project of a prefabricated reinforcet concrete building system with large panels is presented here in as a master thesis. The building as shown in figure 1.1. which will be used as a residence, is 20.50 meter hing from the foundation level and is 22.40 x 18.30 meter planewise. İt has 6 floors. The load carrying consist of load bearing wall. The effective thickness of the carrying panels are 20cm. the thickness of the slabs are 13 cm. Desing loads were taken from Turkish Standart 498 reference [3] for live loads, as well as dead loads. The building is in the first degree at eartguake region. The foundation soil is mainly composed of dense sand and gravel. 0.2 H (H height of wall above foundation) -widhtofwall -20 times the thicknrss of the flange wall -4.00 m -sum of half distances between adjacent panels -sum of distances from the sbear wall to any significant opening in the flange wall. Panels with perpendicular panel in one direction only, V2 the values stated in the first four items can be used. In this working used effective flange thicknees of both sides 20*bw Calculating of lateral loads First of all, the total weight of the building is calculated W, =G,+n*Qi G =dead load, Qi= live load N is taken 0.30 because the purpose of usage is as a residance W=Wi (the weight of building) If the structure is of regular structure type and the height is less than 75m. the seismic effects in the structure can be obtainned through a statical solution under the statical equivalent forces. According to this method every structures shall be designet and constructed to resist minimum total lateral seismic force assumed to act nonconcurrently in the direction of each of the main axes of the structure in accordance with the following formula: F=Acd*W İn this calulatation we use the cude 1998 for calulationg the discsibe seismic loads. A(r) The coeficient of spektral intensity, A(T)=Ao*I*S(T) XVA0 = a coefficient for the seismic in tensity of site and the seismic hasard exposure I = The coefficient of structrure importance S(d is structural spektrum factor which depeds on the period of the period of the first made of the structure and the main period of the structure and the main period of the ground soil S(d=1 + 1,5T/Ta (0<T<Ta) S(t) = 2,5 (TA<T<TB) S(t) = 2,5 (TB/T)08 (T>TB) The chasacteristic period of spektrum Ta and Tb, according to the condition of local field ground is that The private dzaign intensity's spectrums S(T)A 2,50 1.0 ? S(r) = 2,5(TB/T)° The coeffient of the seismic load's decreas number Ro(T) : which depend on the coeffient of the behaviour of the carrier system of building (R), and natural vibration's period (T) in the following equations Ra(T)=l,5+(R-l,5)T/Ta (o<T<TA) Ra(T) = R (T>TA) Total lateral force: F = A m * W (T) Forces influencing to each floor : Ft = F*Wi*hi IW,*h, XVIDesing for horizantal loads are made seperatel in two main directions to find the maximum reaction and stresses on each member, joint and section. In lateral load analysis eartquake loads were considered as main loads. The building was analysed according to the estabilished earthquake loads in two direction, according to the lintels (coupling beams) were in the case of cracked or uncracked separetely. In cracked state of the lintels the inertial moments of the cross section were taken into account 0.40 times of the inertial moment of the homogenous cross section. But in uncracked state this ratio was taken into account as 1 the internal forces of the shear walls and frames are taken from the first solution and the internal forces of the lintels are taken from the second. As a result of the case that rigidity of the shear walls, colums and lintels are constant or may vary with the same law, all the carrying system of the structure may be idealized as defined in [5] to the following Active system. Where Ip is the total inertia moments that parallel to the earthquake direction in one storey and k is the spring rotational rigidity in that storey. XM=MPM Figure 1. Fictive System k depends on the flexural rigidity of the beams connected the shear walls the each other or to the columns in that storey. In this fictive system the bending moments Mpj which is the shear wall moment just over the floor level. These moments are considered as unknown X, the following lineer equations of system in a number of stories. 5i,M.Xi-i+ Si.j.Xj +8U+1 Xi+1 + 81>0 = 0 0 = 1,2, N) From these equations the unknows MPj = Xj are solved and the other internal forces are calculated. Calculation with respect to vertical loads smilar to the stuation in conventional reinforced conorete buildings, vertical loads are transmitted to load bearing walls and beams by floor slabs. At the design of prefabricated buildings consructed with large panels, the following conditions must be also satisfied: 1 ) Vertical joints of two wall panels must be placed in a conjunction of these panel with a perpendicular one. xvn2 ) In a slab covering a volume at most two junctions may exist. Different panels or parts of a single unit such as a shear wall may be connected in various ways. The connection first of all, shoulld fulfill raquirements related to transfer of forces and moments, acceptable deformations and rotations arising in the structures. In some places, connections should permit acceptable deformations and rotations arising in the structures. In some places, connections should permit acceptable deformations and movements, and ind other places as in cast-in-place concrete, they should maintain the structure to secure the monolithic conditions. All calculations of six chapter were done to use TS 9967 [1]. In the desing of beams and load bearing walls, the efects of eccenticity of walls on top of each other as a result of faulty erection or foulty prouduction are olso taken into cosideration. Stresses on battom edge of walls with vertical distrubuted loads acting on top can be calculated by equilibrium equations with the assumption that stress distribution is uniform in wall thickness and linear along the wall. N_+M_ F~W Since in all structural systems the floors must functions as a diaphragam, tensile ties must be inserted and anchored with each other: i. around the building at each floor, on shear walls and cores, and inside floor elements, ii. on load bearing walls and the rigitity walls ct = - ± horizonal tie system vertical connection _jL., `., I horizonal connection vertical tır system Figure 2. Tie System Tensile ties also resist tensile forces due to restrained volume changes and differantial settlement. The strainned agaist differantial settlement and lateral forces stem mainly from the tendency of load bearing and shear walls to exhibit integral behavior in vertical connections. WillLoad bearing and shear-wall panels contain vertical reinforcement at edges of panels and openigs such as doors and windows. These reinforcement elements are properly apliced to those of upper and lower panels at joints. The horizontal joints in between the panels may experience strong shear forces as the number of floors and earthquake effects increases therfore, these joints must contain sufficient amount of shear keys or equivalent amount of mechanical attachments and vertical reinforcements to bear tensile forces acting these points. The splicing of reinforcements may be lapped or welded; The most important function of the tie system is that in case a loading panel loses its carriyg capacity abnormally, it provides that the panel above act as a simple beam or cantilever. Horizontal connections are criticial points in large panel construction. Correctly detailed horizontal connection not only complates the structure, but also provides fast erection of panels, ease in placement of reinforcing bears and concrate in the connection. In vertical load transfer zone of the horizontal connections, no utility pipe or no incorporation should be placed. Vertical connections transfer vertical shear force batween the panels. XIX