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Hebel design analysis program

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Content INFORMATION TO USERS This manuscript has been reproduced from the microfilm master. U M I films the text directly from the original or copy submitted. Thus, some thesis and dissertation copies are in typewriter face, while others may be from any type of com puter printer. The quality of this reproduction is dependent upon the quality of the copy submitted. Broken or indistinct print, colored or poor quality illustrations and photographs, print bleedthrough, substandard margins, and improper alignment can adversely affect reproduction. In the unlikely event that the author did not send U M I a complete manuscript and there are missing pages, these will be noted. Also, if unauthorized copyright material had to be removed, a note will indicate the deletion. Oversize materials (e.g., maps, drawings, charts) are reproduced by sectioning the original, beginning at the upper left-hand comer and continuing from left to right in equal sections with small overlaps. ProQuest Information and Learning 300 North Zeeb Road, Ann Arbor, M l 48106-1346 USA 800-521-0600 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. HEBEL DESIGN ANALYSIS PROGRAM by Ghosson Al-Khaled A Thesis Presented to the FACULTY OF THE SCHOOL OF ARCHITECTURE UNIVERSITY OF SOUTHERN CALIFORNIA In Partial Fulfillment o f the Requirements for the Degree MASTER OF BUILDING SCIENCE May 2002 Copyright 2002 Ghosson Al-Khaled Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. UMI Number: 1411774 _ _ _ _< § ) UMI UMI Microform 1411774 Copyright 2003 by ProQuest Information and Learning Company. Ail rights reserved. This microform edition is protected against unauthorized copying under Title 17, United States Code. ProQuest Information and Learning Company 300 North Zeeb Road P.O. Box 1346 Ann Arbor, Ml 48106-1346 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. UNIVERSITY OF SOUTHERN CALIFORNIA The Graduate School University Park LOS ANGELES, CALIFORNIA 90089-1695 This thesis, written by Under the direction o f her... Thesis Committee, and approved b y all its members, has been presented to and accepted by The Graduate School, in partial fulfillm ent o f requirements for the degree o f Dean o f Graduate Studies Date <=>4 l d \ A-v7 THESIS COMMITTEE Reproduced with permission of the copyright owner. Further reproduction prohibited without permission Acknowledgments There are many people I would like to thank for their help and encouragement during my thesis research and completing it finally. Those people are: Professor G. G. Schierle, who really supported and encouraged me during my research when I needed it the most, and giving me all the time I needed, to work on my own pace. Also many thanks and gratitude goes to my other committee members, Professor Marc Schiler and Professor Dimitry Vergun for their expert advice and valuable improvements. 1 am grateful to Engineer Nadim Nasir for his constant help and technical advice along from the start till the completion o f my thesis. My parents, for their guidance, support and love that without; I wouldn't be here in University o f Southern California earning my master degree, Thank you. All my friends at the Building Science lab, for their advice and help, specially Kang-Kyu Choi and Rashid Al-shaali who really helped me solve a lot o f issues in my programming stage. I would also like to thank my brother Ahmed Al-Khaled who is miles away in DC but still remembers to support and take care o f his older sister. Finally, I would like to express my thanks and love to my sister Ghaida Al-Khaled, who was always there for me and really encouraged me through her phone conversations and E-mails. Thank you all. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Table of Contents Acknowledgements.................................................................................. » List of Tables........................................................................................... vi List of Figures......................................................................................... vii Abstract....................................................................................................* Hypothesis............................................................................................... xi Part I: BACKROUND RESEARCH.................................................. 1 Chapter 1: Autoclaved Aerated Concrete Properties...........................t 1.1 Introduction.....................................................................................................1 1.2 Autoclaved Aerated Concrete Properties.................................................... 2 1.2.1 Production............................................................................................................2 1.2.2 Density................................................................................................................3 1.2.3 Compressive Strength........................................................................................ 3 1.2.4 Shear Strength.....................................................................................................4 1.2.5 Tensile Strength................................................................................................. 4 1.2.6 Modulus of Elasticity........................................................................................ 4 1.2.7 Fracture Toughness............................................................................................4 1.2.8 Thermal Conductivity........................................................................................ 5 1.2.9 Durability........................................................................................................... 6 1.2.10 Resistance to Freezing...................................................................................... 7 1.2.11 Resistance to Sulphate Attack.......................................................................... 8 1.2.12 Sound Insulation................................................................................................ 8 1.2.13 Fire Resistance...................................................................................................8 1.2.14 Sustainability.....................................................................................................9 1.3 Autoclaved Aerated Concrete in Earthquake Zones..................................9 1.3.1 Introduction.........................................................................................................9 1.3.2 AAC Behavior in Earthquakes...........................................................................10 1.3.3 Material Characteristics and Applications........................................................ 1 1 1.3.4 Basic Recommendations and Structural Requirements.................................... 11 iii Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 1.3.5 Behavior of AAC in Past Earthquakes.......................................... 13 Chapter 2: Hebei, A World Wide Manufacturer................................... 17 2.1 Hebei Autoclave Aerated Concrete Building System.................................. 17 2.1.1 Company Profile................................................................................................. 17 2.1.2 Hebei Autoclave Aerated Concrete A Modem Building Material.....................17 2.1.3 Examples of Hebei Licensed Plants....................................................................19 2.2 Hebei Aerated Concrete Products..................................................................22 2.2.1 Hebei Products....................................................................................................22 2.3 Hebei Aerated Concrete Structural D esign..................................................29 2.3.1 Design of Loadbearing Walls..............................................................................29 2.3.2 Design of Roof and Floor Panels........................................................................34 2.3.3 Hebei Lintels........................................................................................................41 2.4 Hebei International Projects............................................................................ 43 Part II: DESIGN ANALYSIS PROGRAM........................................47 Chapter 3: Introducing Hebei Design Analysis Program......................47 3.1 Introduction and Program Overview............................................................ 47 3.2 Program Structure and Methodology to Analyze and Design...................57 3.3 Examples.......................................................................................................... 59 3.4 Programming Language..................................................................................67 Chapter 4: Conclusions & Recommendations........................................ 68 4.1 Conclusions........................................................................................................68 4.1.1 ASD vs. Strength Method.................................................................................. 68 4.2 Recommendations............................................................................................70 iv Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Bibliography...............................................................................................72 Appendix A: Plans & Drawings................................................................ 73 Appendix B: Programming Code..............................................................89 V Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. List of Tables Table:............................................................................................................................. Page 2.1 Hebei block specifications.................................................................................... 24 2.2 Standard dimensions for non-loadbearing lintels............................................... 26 2.3 Standard dimensions for loadbearing lintels....................................................... 26 2.4 Hebei floor panel specifications........................................................................... 27 2.5 Hebei roof panel specifications............................................................................ 28 2.6 Minimum thickness for loadbearing walls.......................................................... 29 2.7 Base values of permissible compressive stress.................................................. 30 2.8 Load assumptions.................................................................................................. 35 2.9 Design coefficients................................................................................................. 39 2.10 Permissible shear stresses................................................................................... 41 2.11 Loadbearing Hebei lintels................................................................................... 42 3.1 Data requirements for wall design check........................................................... 60 3.2 Type o f wall restrains............................................................................................ 61 3.3 Conclusion of wall design check......................................................................... 62 vi Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. List of Figures Figure:........................................................................................................................... Page 1.0 AAC production flow chart................................................................................ 2 1.1 Strength vs. density.............................................................................................. 3 1.2 Moisture content percentage............................................................................... 3 1.3 Fracture toughness as a function of density....................................................... 5 1.4 Relation o f thermal conductivity to density....................................................... 6 1.5 Seismic forces........................................................................................................ 10 1.6 Importance o f floor diaphragms.......................................................................... 13 1.7 AAC masonry wall survived the earthquake...................................................... 15 1.8 Hotel Casa Blanca................................................................................................ 16 2.1 Germany: Hebei Alzenau GmbH & Co............................................................... 19 2.2 Turkey: The Izmir plant o f Cimentas A .S .......................................................... 19 2.3 Germany: Hebei Emmering GmbH & C o ......................................................... 20 2.4 Australia: CSR Australia Pty............................................................................... 20 2.5 Italy: Gasbeton S.P.A., Pontenure plant............................................................ 21 2.6 Kuwait: Hebei Factory in Shuaiba...................................................................... 21 2.7 Hebei AAC products and minimum compressive strengths............................. 22 2.8 Hebei block dimensions....................................................................................... 23 2.9 Hebei Jumbo block dimension............................................................................. 24 2.10 Loadbearing lintel................................................................................................ 25 vii Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 2.11 Non-Ioadbearing lintel........................................................................................ 25 2.12 Non-loadbearing arch lintel................................................................................ 25 2.13 Hebei floor panel dimensions............................................................................ 27 2.14 Type o f wall restraining...................................................................................... 33 2.15 Triangular distribution o f bearing pressure....................... 35 2.16 Shear and moment diagrams.............................................................................. 36 2.17 Cross section o f AAC panel............................................................................... 37 2.18 Internal resistance force o f AAC panel............................................................. 38 2.19 Residential house in Germany........................................................................... 43 2.20 Residential house in U SA .................................................................................. 43 2.21 Private resort in Kuwait...................................................................................... 44 2.22 Residential house in Kuwait............................................................................... 44 2.23 Schools in USA................................................................................................... 44 2.24 Fish market in K uw ait........................................................................................ 45 2.25 Private house in Germany.................................................................................. 45 2.26 Mosque in Germany........................................................................................... 46 2.27 Hebei headquarter building in Germany........................................................... 46 3.1 HDA home window.............................................................................................. 48 3.2 HDA wall design check window........................................................................ 49 3.3 Excel spreadsheet used to enter wall design...................................................... 50 3.4 Lintel selection window....................................................................................... 51 3.5 Slab design option window................................................................................. 52 viii Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 3.6 Single slab design window................................................................................... 53 3.7 Project floor design window................................................................................ 54 3.8 Help window .......................................................................................................... 56 3.9 Slab design flowchart............................................................................................ 57 3.10 Ground floor plan................................................................................................ 59 3.11 Wall close-up....................................................................................................... 60 3.12 Ground floor plan................................................................................................ 62 3.13 List o f Lintels for sample house......................................................................... 63 3.14 Ground floor slab production drawing.............................................................. 64 3.15 Floor slab analysis screen.................................................................................... 65 3.16 Single ro o f slab design input window................................................................ 66 3.17 Result window for the single roof slab design................................................. 67 4.1 Stress blocks in concrete beam............................................................................ 69 4.2 Strength design stress block................................................................................. 69 4.3 Concrete stress/Strain curves............................................................................... 69 ix Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Abstract The topic presented in this thesis is a structural/design computer program developed for the Hebei AAC (Autoclaved Aerated Concrete) block building system to help engineers and architects working in this field. Computer programs are widely used in construction companies for many tasks, including structural analysis and design. The presented program is expected to save time, reduce human error and thus contribute to higher productivity and facilitate the exploration o f alternate design solutions. The program is developed in Visual Basic, using the Hebei analysis/design code, emphasizing a user-friendly graphic interface. Input and output are described, including the graphic interface, as well as the program’s algorithm and underlying structural theory. Examples are included to demonstrate the program’s use and capabilities. Key words: AAC, Autoclaved Aerated Concrete, Aerated Concrete, Concrete Block. Hebei, Lightweight Concrete. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Hypothesis Developing a structural analysis/design computer program for Hebei AAC (Autoclaved Aerated Concrete) block system is expected to save time and reduce human error. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Part I: BACKROUND RESEARCH Autoclaved Aerated Concrete Properties 1.1 Introduction Autoclaved Aerated Concrete (AAC) is a lightweight building material made of different elements that together form a complete building system. Autoclave Aerated Concrete (AAC) was developed in Sweden in 1923. Commercial production under licensed trademarks such as Hebei and Ytong o f the material began in 1930. AAC is now used in various building types: with residential, commercial and industrial. The production consists of small masonry-like units, larger “jumbo” units, panels and variety o f customized pre-requested shapes. The basic materials o f AAC include sand, cement, gypsum, water, and aluminum which acts as expansion agent. Sand is considered the raw material used in greatest volume in AAC. The finished block o f AAC is up to five times the volume o f the raw materials used, with air gaps o f about 70% depending on the required strength, reducing the weight to one fifth. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 1.2 Autoclaved Aerated Concrete Properties 1.2.1 Production Autoclaved Aerated Concrete is manufactured from raw materials quartz sand, lime and cement. Quartz sand is ground to the required fineness in a ball mill. Water and aluminum are then added to the raw materials. After that, the measured mixture is cast into steel moulds where reinforcement is already placed and protected against corrosion. Through chemical reactions, hydrogen gas is introduced which expands the mixture forming millions o f small air pores. AAC is autoclaved at a pressure o f roughly 12 bar and 190°C. Then the mass is then cut into the desired products. Figure 1.0 shows a flow chart o f the production process. Fig. 1.0: AAC production flow chart (Hebei Handbook, 1997) 2 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 1.2.2 Density The density in this case refers to the dry porous material. The dry density o f A A C lies within the range o f 200-1000 kg/m3 . The moisture content of AAC when delivered shortly after manufacture may be 25-35% by mass o f the dry material, reaching 45% by mass in the very low range o f density. Over time, the material dries out gradually and equilibrium is reached, normally after one to three years in use. 1.2.3 Compressive Strength The compressive strength o f AAC is related to its density and increases with increasing density, as shown in Fig. 1.1 depending on the manufacturing process. The compressive strength is determined using cubes with an edge length o f 150 mm and moisture content o f between 15 to 25% by mass prior to testing. AAC achieves its final strength during the autoclaving process without further curing. Drying leads to a strength increase when the moisture content falls under a value of about 10% by mass Fig 1.2. sc; i 5 4 0 I I” 1 P 20 r - f > 0 9 “ 0.8 0 7 , 20 Moisture content i°« by m ass) 30 1 0 40 50 60 M ooturo content <'•- By muss* Fig. 1.1: Strength vs. Density (Aroni, 1993) Fig. 1.2: Moisture % (Aroni, 1993) 3 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 1.2.4 Shear Strength Actual shear values can be determined by punching a cylindrical piece o f AAC over a hole o f the same diameter. Shear strength can be assumed to be 20 - 30% o f the compressive strength. 1.2.5 Tensile strength The tensile strength in flexure, also called modulus o f rupture (MOR), normally varies between 20 - 40% o f the compressive strength o f AAC material. 1.2.6 Modulus of Elasticity The modulus o f elasticity depends both on the density and the humidity content of the material, and varies from 12,000 to 25,000 kg/cm2 . 1.2.7 Fracture toughness Toughness is considered an important factor with respect to the resistance o f AAC against damage during transportation and handling to the site, and to it’s loadbearing behavior under accidental loads or unusual shock loads resulting from earthquakes, for example. Toughness can be characterized by the parameter o f linear elastic fracture mechanics (Aroni, 1993): Gc = the critical strain energy release rate (N/m) KlC = the critical stress intensity factor or the fracture toughness (MN/m3 /2 ) 4 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. KiC= (E.Gc) m Where E = modulus o f elasticity. Fig. 1.3 shows the fracture toughness KlC as a function of the density o f AAC according to different publications. 0.18 0 16 E z 5 u 0 10 5 C 0.08 0.06 0 0 4 600 Density (kg/m3) 800 1000 400 Fig. 1.3: Fracture toughness as a function o f density (Aroni, 1993) 1.2.8 Thermal Conductivity The thermal conductivity o f a homogenous material is a measure o f its insulating ability (Hebei Handbook, 1997). The thermal conductivity is represented by X [W /(m . K)], a specific material property that presents the quantity o f heat per unit time in watts, that flows through an even layer o f material with an area o f 1 m2 and a thickness o f 1 m, across a temperature gradient o f 1 K (Kelvin) in direction o f the heat flow. Compressive strength and thermal conductivity o f ,iA C are largely dependant on its density as for other building materials. Compressive strength and thermal conductivity decrease as density decreases. 5 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Thermal insulating ability, however, increases with thickness. Thermal conductivity for AAC ranges between 0.14 - 0.18 [W /(m. K)]. Fig. 1.4 shows the relation o f thermal conductivity to density 0,175 0,150 0,125 0,100 0,075 600 Density p [kg/m3 ] 700 800 400 500 Curve a: Thermal conductivity regarding AAC's practical moisture content (3.5 Vol. % ). Curve b: Thermal conductivity in completely dry state. Fig. 1.4: Relation o f thermal conductivity to density (Hebei Handbook, 1997) 1.2.9 Durability AAC has been in use for nearly 60 years, the first production being in Sweden approximately 1930. Since that time, production has spread to most parts o f the world and the material has proved its durability under extremely different climatic and chemical conditions. 6 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. AAC is an industrially produced uniform and homogeneous material, which has been autoclaved. Consequently its chemical and mineral composition has been stabilized to form a solid structure and is more stable than products formed from normally cured concrete. However, due to its porosity, AAC can be penetrated by liquids and gases, which, in some cases, may cause partial destruction o f the matrix, either by dissolution or pressure caused by re-crystallization. AAC is mainly attacked by acids, solutions o f acid salts, and acid forming gases. The degree o f attack depends on the acid concentration, relative humidity and temperature. Moreover, destruction o f AAC can be caused by the formation o f ice or salt crystals. In some countries, possible damage caused by freeze/thaw action is very important (Aroni, 1993). 1.2.10 Resistance to Freezing The resistance to freezing o f construction material is determined by its pore size distribution and, in particular, the percentage o f capillary pores, size and shape o f the pores and the mechanical strength o f the inner pore walls. If the pores o f the material become filled with water, and if this water freezes to form ice, it will cause pressure on the pore walls as ice has a volume 9% greater than water. When the tensile strength o f the material is exceeded, cracking occurs. If the pores are filled with water to a critical degree, and if there is repeated freeze/thaw cycling, the whole structure may eventually be destroyed. 7 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. AAC usually possesses good resistance to freezing, which is proved by the fact that buildings, situated in areas where frequent freeze/thaw cycles occur, remain undamaged. The reason for the good resistance is that the introduced big spherical pores are almost closed, the material has comparatively very little capillary suction and therefore the moisture content does not normally reach the critical degree (Aroni, 1993). 1.2.11 Resistance to Sulphate Attack AAC can resist sulphate concentration < 600 mg/1 in water. If sulphate concentration is higher, special protective precautions must be taken, using protective coating for sub soil AAC and adhesive bonded or welded foils. The materials applied are usually based on bitumen. 1.2.12 Sound Insulation Autoclave Aerated Concrete has been shown to provide better insulation to sound transmitted by air than other solid building materials, e.g. dense concrete, clay bricks, etc., under comparable conditions. 1.2.13 Fire Resistance AAC is non-combustible, and due to its low thermal conductivity and slow rate o f heat transfer, AAC has high fire resistance capabilities. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 1.2.14 Sustainability Autoclave Aerated Concrete is particularly sustainable because: • The main ingredients: quartz sand, cement, lime and water are abundantly available. The material increases to five times its initial volume during production. • The primary energy needed to produce a cubic meter o f AAC is relatively low at approximately 1240 Mj (345 kWh) for a density of 400 kg/m3 (Hebei Handbook, 1997). • Any production waste, which occurs before final setting, is immediately reintroduced into production cycle. There is no pollution o f either water or air as the only emissions result from generating the energy in the production process. 13 Autoclaved Aerated Concrete in Earthquake Zones 1.3.1 Introduction Earthquakes set up surface shock waves, which lead to vertical and horizontal shifts and acceleration. Whereas a building can absorb vertical forces relatively well, horizontal forces cause additional stress. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Fig. 1.5 shows Seismic forces resulting from vertical and horizontal acceleration caused by shock waves (Hebei Handbook, 1997) i 'oac - mass • acceleration 1 F = m ■ a. H orizo n tal loads v ertical time earth quake I ! i | i 1.3.2 ACC Behavior in Earthquakes AAC has been used for many years in areas subject to seismic action. Buildings which consist fully or partly o f AAC have in general terms shown good resistance to earthquake forces in practice. Some o f the material characteristics o f AAC may explain the good behavior. The lightweight o f AAC reduces the mass and thus seismic forces. The fact that AAC can be used in most structural parts o f low- rise buildings makes a high degree o f symmetry possible and provides deformation compatibility. In addition, the non-combustible and fire resisting nature o f AAC material is an advantage against fires commonly associated with earthquakes. 10 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 13.3 Material Characteristics and Applications The low weight o f AAC in relation to its strength is an intrinsic advantage for earthquake design. AAC permits the designer to reduce the mass o f the structure and thus reduce seismic forces. AAC is used either as building blocks in masonry structures or as reinforced elements for floors, walls and roofs. The reinforcement consists o f smooth longitudinal bars connected by welded cross bars. In this form AAC is used either for loadbearing in low-rise buildings or as filling in secondary constructions, such as partitions, claddings, roofs and floors in high-rise buildings. Reinforcement could be introduced in masonry structures either in the joints between the blocks or in specially made slots. Steel reinforcement can also be introduced in the joints between floor, wall and roof units (Aroni, 1993). Adapting the Hebei system for use in seismic areas would require to reinforce shear walls and connect elements to transmit shear and tension. 1.3.4 Basic Recommendations and Structural Requirements The following recommendations for earthquake resistant building apply to all structures, not just to structures with AAC elements. The goal o f these recommendations is to raise the resistance o f the building elements to the extent that their strength and stability, even in an earthquake, is improved. Damage cannot generally be excluded, however. If buildings are properly designed and constructed for earthquakes, damage will be relatively limited even in a severe earthquake. Damage in smaller earthquakes can even be avoided altogether. 1 1 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Seismic design recommendations: • Shape o f structure Structures in areas o f seismic activity should have as simple and compact a floor plan as possible. Floor plan and elevations should be as regular and symmetrical as possible. • Foundation The foundation must be laid so that the entire structure moves and sways as one during an earthquake. • Floors All floors must be constructed to act as horizontal diaphragms. • Reinforcing It would be advisable to provide special AAC blocks with grooves for horizontal and vertical reinforcing for earthquake areas. • Stiffening Stiffening elements shall be o f approximately equal stiffness and shall be distributed uniformly and as symmetrically as possible over the ground plan. The center o f rigidities o f the stiffening elements and the mass center o f gravity shall be situated very close to one another, in order to avoid torsion (Hebei Handbook, 1997). Fig. 1.6 shows the importance o f floor diaphragms and shear walls for stiffening the building against lateral loads. 12 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Load is transferred by the slab to the shear wall. floor slab acts as a rigid diaphragm shear force diagonal compression strut floor wall----- connection (ring tie) accumulated shear force at bottom storey lateral load foundation shear wall Fig. 1.6: Importance o f floor diaphragms (Hebei Handbook, 1997) 1.3.5 Behavior of AAC in Past Earthquakes The Romanian earthquake o f 4 March 1977 had a magnitude o f 7.2 and killed 2000 people in Bucharest in the collapse o f 32 old, reinforced concrete buildings. The following observations and conclusions were reached on AAC constructions: The behavior o f AAC roofs was good. Internal partitions and non-loadbearing walls played an important role in energy absorption and dissipation. In flexible frames, such partitions exhibited significant cracking. In loadbearing structures, of reinforced concrete or brick, the major cracking was restricted to the load bearing walls and the AAC partitions were less affected. 13 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Horizontal AAC wall units, used in industrial applications behaved very well. There were one-,two-, and three-story housing designs built with AAC elements. This construction behaved very well during the earthquake, with only some fine cracks at joints. By comparison, two neighboring two-story brick buildings were heavily cracked. Other one- and two-story AAC housing units had either no cracks or very fine cracks, mainly at joints, while neighboring buildings o f brick or reinforced concrete frame plus brick infill exhibit large cracks. On 12 June 1978 an earthquake o f magnitude 7.4 hit the Tohoku area, some 220 miles from Tokyo, and considerable number o f buildings in Sendai City and surrounding areas suffered damage. It was found that only a few reinforced concrete and steel frame structures were damaged severely, except those with apparent defective design or construction. However, a considerable number of wood structures were damaged, including complete destruction. Most o f the damaged structures were built on reclaimed land of poor soil conditions. In these districts there was a considerable number o f buildings, particularly steel buildings, using AAC panels. Damage to the vertical wall panels was especially conspicuous, particularly in flexible structures, with cracks concentrating at the comers and at horizontal joints. This experience led to the conclusion that changes needed to be made to the design of connections for vertical wall panels to allow for larger in-plane deformations without failure. 14 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. The Mexico City earthquake of 19 September 1985, o f magnitude 8.1, was characterized by amplification over the old lake in the center o f Mexico City. Fig 1.7 shows 27 five-story buildings made with walls o f 12.5 cm thick loadbearing AAC masonry walls survived the earthquake without damage although many high-rise buildings in the area were heavily damaged and even collapsed, possibly due to the particular periods amplified by the local soil conditions (Aroni, 1993). Fig.1.7: AAC masonry wall survived the earthquake (Aroni, 1993) 15 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Fig. 1.8 shows no damage to Hotel Casa Blanca, Mexico, erected in 1968 and situated in an area where many other buildings were damaged. AAC blocks and panels were used in the walls and floors o f this hotel. Fig. 1.8: Hotel Casa Blanca (Aroni, 1993) Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Hebei, A World Wide AAC Manufacturer 2.1 Hebei Autoclave Aerated Concrete Building System (Paraphrased from Hebei Handbook, 1997) 2.1.1 Company Profile Hebei is an international supplier o f Portland autoclaved aerated concrete products with manufacturing facilities around the world. Hebei o f Munich, Germany is a pioneer in the AAC industry with nearly 60 years o f experience and through its related licenses, is the world's largest manufacturer of autoclaved aerated concrete. 2.1.2 Hebei Autoclaved Aerated Concrete A Modern Building Material The technology o f producing building blocks out o f natural raw materials quartz sand and lime was already known at the end o f the last century. Around 1900, the process was improved by steam curing. This was the starting point for completely a new building material: Autoclaved Aerated Concrete (AAC). A mixture o f finely ground quartz sand and binding material is permeated with pores and then steam cured. The result is an extremely lightweight, insulating building material o f a relatively high strength. The material owes its strength to steam curing in the autoclave. Lime binds with quartz sand at approximately 190°C (374°F) to form a new substance, Tobermorite, the basis for AAC ’s superb mechanical properties. The expanding 17 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. process creates countless pores, almost doubling the volume. The material contains up to 90% pores, and this is the basis for A A C s lightweight properties. Altnough Autoclaved Aerated Concrete was already being produced at the turn o f the century, improvements in the manufacturing process led to the AAC we know today. Josef Hebei played an important role in all o f this. By contributing such critical innovations as cutting the material with wires, he opened up new fields for AAC. He thus laid the cornerstone for development from a building material to the complete Hebei building system, Hebei panels for roof, floor and wall as well as blocks for diverse applications in residential, commercial and industrial construction. AAC satisfies still other demands made on today’s building materials: • It is made from abundantly available resources. • The manufacturing process is economical and non-polluting. • It has properties which will continue to satisfy specifications and building codes in the future. • Working with AAC is easy and efficient • AAC is both versatile and economical. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 2.1 J Examples off Hebe! Licensed Plants Fig. 2.1: Germany: Hebei Alzenau GmbH & Co (Alkhaled, 1998) Fig. 2.2: Turkey: The Izmir plant o f Cimentas A.S (Alkhaled, 1998) 19 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Fig. 2.3: Germany: Hebei Emmering GmbH & Co. The original plant o f the Hebei corporate group (Alkhaled, 1998) Fig. 2.4: Australia: CSR Australia Pty (Alkhaled, 1998) Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Fig. 2.5: Italy: Gasbeton S.P.A., Pontenure plant (Alkhaled, 1998) Fig. 2.6: Kuwait: Hebei Factory in Shuaiba (Alkhaled, 1998) coPyri8h. owner. F ^ e r — w;,hoU t p e p s i c . 2.2 Hebei Aerated Concrete Products (Paraphrased from Hebei Handbook, 1997) 2.2.1 Hebei Products The product line o f Hebei is broken into reinforced and un-reinforced pre cast AAC. Fig. 2.7 shows Hebei the product and the average compressive strength for each category. Floor slabs Roof slabs Block unit W Lintel Panel / \ Unreinforced Reinforced Hebei AAC Products G2 G4 G6 GB3.3 GB4.4 2.5 5.0 7.5 3.5 5.0 N/mm2 363 725 1,088 508 725 psi Fig. 2.7: Hebei AAC products and minimum compressive strengths 2 2 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. A. Hebei Blocks Hebei blocks are manufactured to the closest tolerance. A thin bed o f mortar is used to lay the blocks forming basement walls, external walls, internal walls and infill walls. Moreover, Hebei blocks with tongue and groove are also manufactured. Fig. 2.8 shows Hebei block dimensions. . thickness Hebei blocks Standard dimensions: Length: Height: Thickness: 624: 499:332 199:249 50: 75: 100: 115; 150: 240 (250); 300: 365 (375) mm m m mm rV Fig. 2.8: Hebei block dimensions (Hebei Handbook, 1997) 23 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Hebei blocks are broken into three categories according to average compressive strength. Table 2.1 shows the product specifications. Strength Category AAC -G 2 AAC - G 4 AAC G6 Units Average compressive strength 2.5 363 5.0 725 7.5 1,088 N/mm2 psi Gross density p 400 500 500 600 700 Kg/m3 Thermal conductivity X 0.11 0.14 0.14 0.16 0.18 W/(mK) Modulus o f elasticity E 1250 1750 1750 2250 270 N/mm2 Table 2.1: Hebei blocks specifications (Hebei Hanc book, 997) B. Hebei Jumbo Blocks Jumbo blocks have the same physical and structural properties as Hebei blocks, the main difference lies in the size. Fig. 2.9 shows Hebei Jumbo blocks dimension. Hebei Jumbo® blocks Standard Dimensions: Length: 999 mm Height: 623; 498 mm Thickness: 115; 150; 175; 200; 240 (250); 300; 365 (375) mm Fig. 2.9: Hebei Jumbo block dimension (Hebei Handbook, 1997) 24 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. C. Hebei Lintels The dimensions o f Hebei lintels match those o f Hebei blocks, ensuring quick incorporation into masonry. Various types o f lintels are available depending on the purpose: a. Loadbearing Lintels as shown in Fig. 2.10. b. Non-Loadbearing Lintels as shown in Fig. 2.11. c. Non-Loadbearing Arch Lintels as shown in Fig. 2.12. Fig. 2.10: Loadbearing lintel (Hebei Fig. 2.11: Non-Loadbearing lintel (Hebei Handbook, 1997) Handbook, 1997) Fig. 2.12: Non-Loadbearing arch lintel (Hebei Handbook, 1997) 25 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Hebei Arches are rounded. Special shapes and sizes can be had on order. Table 2.2 shows table of non-loadbearing Hebei lintels dimensions and a standard dead load o f 8.4 kN/m3. Wall Clear Dimensions Weight Thick Length of of ness Opening Length Thick Height Lintel ness Approx. mm m mm mm mm kg 75 1.01 1250 75 249 19 100 1.01 1250 100 249 25 115 1.01 1250 115 249 29 Table 2.2: Standard dimensions (Hebei Handbook, 1997) The standard dimensions for loadbearing lintels are shown in Table 2.3 (dead load 8.4 kN/m3 ). Wall Thick ness mm Clear Length of Opening m Dimensions Per Thermal Resistance 1/A nPK/W Weight ot Lintel Approx. kg Type Length mm Width mm Height mm missible Load kN/m 175 0.90 1299 175 249 18 0.97 50 11/1/18 175 1.10 1499 175 249 18 0.97 57 iii/i/is 175 1.35 1749 175 249 13 0.97 67 IV/1/13 175 1.50 1999 175 249 14 0.97 77 V/1/14 200 0.90 1299 200 249 18 1.11 57 11/2/18 200 1 10 1499 200 249 18 1.11 66 111/2/18 200 1.35 1749 200 249 13 1.11 77 IV/2/13 200 1.50 1999 200 249 14 1.11 88 V/2/14 240. 0.90 1299 240 249 18 1.33 68 - 11/3/18 240 . 1.10 1499 240 249 18 1.33 79 III/3/18 240 1 3 5 ; 1749 240 249 14 1.33 92 IV/3/14 240: 1.50' 1999 240 249 15 1.33 105 V/3/15 240 1.75 2249 240 249 13 133 108 VI/3/13 300 0.90 1299 300 249 18 1.67 85 11/4/18 300 1.10 1499 300 249 18 1.67 99 111/4/18 300 1.35 1749 300 249 18 1.67 115 IV/4/18 300 1.50 1999 300 249 16 1.67 131 V/4/16 300 1.75 2249 300 249 15 1.67 148 VI/4/15 ■ p65f, §''1299,vf 365 249 18 : ;i.c2.03 : 7107 - ,1 1 /5/18 £,365S S..1499S; 365 ; 249 • 18 - : v 2.03 . -«V. -.1 2 3 : ■ .111/5/18 £ 3 6 6 ^ 365 ; 249- 18 - \.t44v--. 1V/5/18 ■ «-3iB 5r- 3-'1999^' 365 249-: \ • 16- ' \ -2.03 V/5/16 .-'365^. \ T "' * * .’ &.2249&‘ 365 - 249 15-'V 2.03 • 185.-' VI/5/15 Table 2.3: Standard Dimensions for loadbearing lintels (Hebei Handbook, 1997) 26 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. D. Hebei Floor Panels Hebei floor panels are large, reinforced, loadbearing components o f AAC. There are various Hebei floor panels o f various thickness and spans as well as loadbearing capacities. They are suitable for various floor dimensions in a building. Moreover, Hebei floor panels are suitable for use as basement or top floors due to the insulating properties. Fig. 2.13 shows Hebei floor panel dimensions. Fig. 2.13: Hebei floor panel dimensions (Hebei Handbook, 1997) Hebei Floor Panels Length: <, 6000 mm Width: s 625 mm Thickness: < 300 mm/100 to 300 mm (in increm ents of 25 mm) C heck with plant for dim ensions available. Hebei floor panels are broken into two categories according to compressive strength. Table 2.4 shows product specifications for floor panels. Strength Category AAC -GB3.3 AAC-GB4.4 Units Average compressive strength 3.5 5.0 N/mm2 Gross density p 600 600 700 Kg/m3 Thermal conductivity X 0.16 0.16 0.18 W/(mK) Modulus o f elasticity E 2250 2250 2750 N/mm2 Table 2.4: Hebei floor panel specifications (Hebei Handbook, 1997) 27 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. E. Hebei Roo f Panels Hebei roof panels, like Hebei floor panels, are made o f reinforced AAC. They are suitable for any roofing o f any kind. Also, Hebei roof panels have the same thickness and spans with different loadbearing capacities as floor panels. Hebei roof panels can be constructed as flat or pitched roofs. Table 2.5 shows the product specifications for roof panels. Strength Category AAC -GB3.3 AAC-GB4.4 Units Average compressive strength 3.5 5.0 N/mm2 Gross density p 500 600 600 700 Kg/m3 Thermal conductivity X 0.14 0.16 0.16 0.18 W/(mK) Modulus of elasticity E 1750 2250 2250 2750 N/mm2 Table 2.5: Hebei roof panel specifications (Hebei Handbook, 1997) Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 2.3 Hebei Autoclaved Aerated Concrete Structural Design (Paraphrased from Hebei Handbook, 1997) 2.3.1 Design of Loadbearing Walls Calculation Bases: Research has led to ultimate strength design criteria, which have found their way into precise structural calculation methods used for masonry. A simplified method o f calculation with requirements has been derived in Germany. Requirements for the simplified method of design: • The height H o f the building must be <20 m • The live load p must <5 kN/m2 • The effective span length L o f slab must be <6.0 m • Table 2.6 is used for minimum thickness for loadbearing walls Loadbearing walls Wall thickness t (mm) Clear height of story hs (m) Internal walls >125 <250 <2.75 >250 No limitation External walls >150 <250 <2.75 >250 < 1 2 . t Table 2.6: Minimum thickness for loadbearing walls (Hebei Handbook, 1997) 29 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. If the simplified method is applied, certain calculations for flexural moments from floor restrains, unintentional eccentricities, buckling or wind loads on external walls need not be considered. They have already been taken in account in the safety offset on which the permissible stresses are based, or by construction rules, requirements and reduction factors. The permissible compressive stresses O perm in walls and posts may not exceed the value: (Jperm = k . O 0 Where a o = Base value o f permissible compressive stress from table 2.7 k = Reduction factor Block Strength Category Average block compressive strength N/mm2 a o N/mm2 A A C -G 2 2.5 0.6 ACC - G4 5.0 1.1 A CC -G 6 7.5 1.5 Table 2.7: Base values o f permissible compressive stresses (Hebe Handbook, 1997) There may be different values for k, depending on how the wall is acting: • For walls acting as intermediate supports k = kl . k2 30 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. • For walls acting as end support, the smaller value is determinant. k = k l . k2 or k= kl . k3 K1 = reduction factor for piers and short walls (1.0 for walls and 0.8 piers) K2 = reduction factor for risk o f buckling K2 = 1.0 forhk/t <10 K2 =(25 -hk/t)/15 for 10 < hk/t < 25 Where hk: buckling height o f wall t: wall thickness k3 = reduction factor for bending moment at slab support area © I I for 1 <4.2 m k3 = 1.7 - L/6 for 4.2 m <L <6.0 m Where L = effective span length of floor panel in m Determining buckling length hk of the wall: The buckling length hk of walls depends on the clear height hs of a story and on the type o f wall restraining used and is determined as follows: • Wall restrained on two sides (see Fig. 2.14): Clear height o f story = buckling height hs = hk • Wall restrained on three sides (see Fig. 2.14): The clear height hs of a story is limited to 3.5 m and the following 0 31 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. value is applied. 0=1/1 +(2.75/3. b ’)2 <0.90 The buckling height hk is determined as follows: hk = 0 . hs The quantity b’ corresponds to the distance between the center o f the stiffening wall and free edge (when restrained on three sides), b’ must be < 1 5 .t if b ’ > 15 . t consider the wall to be restrained on two sides. • Wall restrained on four sides (see Fig. 2.14): The clear height hs o f a story is limited to 3.5 m and the following 0 value is applied. 0 = 1 /1 + (2.75/b)2 <0.90 The buckling length hk is determined as follows: hk = 0 . hs The quantity b corresponds to the distance between the stiffening walls (when restrained on four sides), b must be <30. t if b > 30 . t consider the wall to be restrained on two sides. Fig. 2.14 shows how the distinction between walls restrained on two, three, and four sides. The type o f restraining is defined with b or b ’ in relation to the stiffening walls. 32 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. free edge wall restrained on two sides free edge a F o> wall restrained on three sides free edge <n b< 15 M C ) wall wall restrained 'restrained on three sides i on two sides b> i5*t O ) wall restrained on four sides i/i b<30*t j ,r wrailrestrained -on ihree sides; o > wall restrained on two sides' b> 30»t F = D oor slab b = dstance between stiffening walls b' = (fetance between the centre ot the stiffening wall and the free edge t = w all thickness h, = clear height of story Fig. 2.14:Type o f wall restraining (Hebei Handbook, 1997) Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Stiffening walls serve either to stiffen a structure or to prevent loadbearing walls from buckling. The spacing o f stiffening walls has a decisive influence on the type o f wall restraining as well as on the assumed buckling height o f the loadbearing wall. The following conditions have to be considered: • The stiffening wall must be at least 125 mm thick. • The effective length lw o f the stiffening wall must be at least 1/5 o f the clear height hs o f a story. • If there are openings in a stiffening wall, the length lw o f the remaining part o f the wall without an opening near the wall to be restrained must be at least 1/5 the clear height h’ o f the opening. Stiffening walls are always considered loadbearing walls. The configuration and construction o f stiffening walls o f masonry buildings will depend on the stiffening o f building against lateral loads. 2.3.2 Design of Roof and Floor Panels Roof and floor panel design is simple. All assumptions are made according to Hebei structural engineers in Kuwait to satisfy current conditions in Kuwait. The calculation starts by computing the effective span length o f the panel. The effective span length depends on the clear length between supports, the bearing length o f the support and the distribution o f the bearing pressure. 34 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. It is assumed to be taken as follows: F -«-fT — [ - 0 1 L e f r = effective span length in meters L = clear length in meters Where 0.1 is 2/3 of the bearing support on both sides (Fig. 2.15) (bearing length a = 7.5 cm — > 213*1.5 = 5 cm — > 2 sides = 0.05 m*2 =0.1 m) Reaction Fig. 2.15: Triangular distribution o f bearing pressure (Hebei Handbook, 1997) Table 2.8 shows live and dead load considered in Kuwait Load Type KN/m2 psf R oof treatment 2.8 59 Floor finishing 1.75 37 Non-loadbearing wall 0.75 16 Floor live load 2.0 42 Roof live load 1.0 21 Table 2.8: Load assumptions 35 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Since Kuwait has no earthquake history, or snow, those loads are neglected. The design value for dead load o f the slab self weight including joint reinforcement and joint filler is 7.2 kN/m3 (46 pcf). Transport load is the dead load o f the AAC panel q ’ in kN/m2 . ❖ Straining Actions: After calculating the total load, the maximum banding moment is calculated using the following equation: Mmax = (q . Left2 . b)/8 kN-m q= total uniform load kN/m2 b= width o f the slab in m Maximum shearing force is calculated as: Qmax — (q .L c fr. b)/2 kN Fig. 2.16 shows maximum bending and shear by serviceability state. A Shearing force diagram shear = 0 Bending ^ moment diagram Fig. 2.16: Shear and moment diagrams (Hebei Handbook, 1997) 36 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. ❖ Case o f transport: For transportation the slab have upper reinforcement is designed for self weight o f the slab only. Mt = (q’ . Left2 . b)/8 Mt = transport bending moment q’= dead load o f AAC panel in kN/m2 b= width o f the AAC panel in m The panel must be reinforced in the compression zone, considering the transportation load. Fig. 2.17 shows the cross section o f AAC Hebei panel. Upper longitudinal transport reinforcement Lower longitudinal ' mam reinforcement j d = thickness of panel h = statical height Fig. 2.17: Cross section o f AAC panel (Hebei Handbook, 1997) ❖ Design o f panel: The design concept is based on permissible stresses. A factor o f safety of at least 1.75 for steel reinforcement and a factor o f safety o f 2.625 for AAC's compression zone has been taken in consideration. For security against fracture, an assumption of plane cross-sections shall be taken as a basis and the strain o f steel 37 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. (elongation) always taken into account with 2%; the strain o f outside fiber o f A A C s compression zone (upsetting deformation) may be assumed to be up to 2%. The unit “cm ” unit will be used in this calculation for: • The statical height o f the panel h (cm) • The lever arm of the internal forces z (cm) • The cross-section area o f the reinforcement A (cm2 ) It is assumed that the centroid of the A A C s compression zone to be at a distance o f 0.36x from the outer fiber. The lever arm o f the internal resistance force z = h - 0.36x as shown in Fig. 2.18. A A C compression zone T i l ■ ' X , h * I a ) Tensile reinforcement a . 2‘ 0.3 6* i A Z . I -T n * z = k .n f t Neutral axis b ) c) a) longitudinal section with tensile reinforcement and AAC compression zone 0 ) internal forces acting on the cross-section area of panel due to bending moment: Z j : tensile force of steel D„: compressive force of AAC as a resultant from the parabolic shape of AAC s compressive stress z : lever arm of internal forces c) strain of steel c, and strain of the outside fiber of AAC's compression zone f„ Fig. 2.18: Internal resistance force of AAC panel (Hebei Handbook, 1997) •> Design method for serviceability state: Design basics and factors o f safety against ultimate state defined above are included in a design table. First all K h values are calculated. 38 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. kh = h/(Mmax . 100/b)'/2 Where h= statical height o f panel in cm Mmax= maximum bending moment in kN-m b= width o f AAC panel in m After calculating the kh value, the kz value is determined through the design table in Table 2.9. H ebei AAC P anel D esign Table: C oefficients k ,. k,. k. and ga[%o| ' » . - 5 k - - K‘ h [%o] AAC-R3.3 AA C-R4.4 1.64y 1.37 0.928 0.200 0.5 1.40 1.17 0.917 0.231 0.6 1.23 1.03 0.907 0.259 0.7 1.10 0.924 0.897 0.286 0.8 1.00 0.840 0.888 0.310 0.9 0.923 0.772 0.880 0.333 1.0 0.857 0.717 0.872 0.355 1.1 0.801 0.671 0.865 0.375 1.2 0.754 0.631 0.858 0.394 1.3 0.714 0.597 0.852 0.412 1.4 { 0.678 0.5 6 7 . 0.846 0.429 1*5 0.647 0.541 0.840 0.444 1.6 ; 0.619;v o ig i8 £ 0.835' 0.459 1.7 0.595 0.497 0.829 0.474 1.8 &ip^ 7 2 # ) 0.825* 0.487 1 3 0.552. 0.462 0.820 0.500 2.0 Values in betw een may be interpolated. Smaller k,- values than those indicated in the design table are not permitted. Increase the statical height it necessary. , Table 2.9: Design coefficients (Hebei Handbook, 1997) 39 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. ❖ Calculating the lever arm o f internal resistance: z = kz . h Where z = lever arm o f internal resistance in cm Kz= coefficient for lever arm taken (from design table) h= statical height o f panel in cm ❖ Calculating the required longitudinal main reinforcement: As I = M m a x /( z . as) Where Ast= required cross section area o f panel tensile reinforcement in cm2 M m a.x— maximum bending moment in N-m z= lever arm o f internal resistance in cm as= permissible steel stress 180 N/mm2 ❖ Determining the actual steel stress: a S a c t— M m ax/(Z . A s i a c t ) Where a s a c t= Actual steel stress in N/mm2 M max= maximum bending moment in N-m A s i a c t = cross section area of tensile reinforcement for the panel in cm2 ❖ Design for transport: The design for transportation takes place in the same way as for the design for serviceability state, but considering dead load only. 40 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. ❖ Check shear stress: The following equation is used to calculate shear stress o f AAC panels: T O = Qmax /(b . z ) Qmax= Maximum shear force in N b= width o f AAC panel in mm z= lever arm of internal resistance in mm Panel shear stress should not exceed the permissible shear stress o f Table 2.10 Strength Category Permissible AAC shear stress N/mm2 psi GB3.3 0.08 12 GB4.4 0.12 17 Table 2.10: Permissible shear stress (Hebei Handbook, 1997) Statical length should be increased if the shear stress o f the ACC panel exceeds the permissible shear stress. 2.3.3 Hebei Lintels Hebei lintels are manufactured from reinforced AAC. They are the structural and physical complement to Hebei blocks and are part o f the Hebei building system. The dimensions o f Hebei lintels match those o f Hebei blocks, ensuring quick and problem-free incorporation into masonry. 41 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Loadbearing lintels for loadbearing walls are shown in a table in Table 2.11 with dead load o f 8.4 kN/m3 and are ready for each with a permissible load. Wall Thick n ess mm Clear Length ot Opening m Dimensions Length Width Height I i mm mm mm Per missible Load kN/m Thermal Resistance 1/a m -’K/W Weight of Lintel Approx. kg Type 175 0.90 1299 175 249 18 0.97 50 11/1/18 175 1.10 1499 175 249 18 0.97 57 111/1/18 175 1.35 1749 175 249 13 0.97 67 IV/1/13 175 1.50 1999 175 249 14 0.97 77 V/1/14 200 0.90 1299 200 249 18 1 11 57 !l '2.— 8 200 1 '0 '499 200 16 • 11 65 ::.2 i5 200 1 35 1749 200 249 13 111 77 7 /2 1 3 200 1.50 1999 200 249 14 1 11 38 V2'14 240 0.90 1299 240 249 18 1.33 68 11/3/18 240 1.10 1499 240 249 18 1.33 79 111/3/18 240 1.35 1749 240 249 14 1.33 92 IV/3/14 240 1.50 1999 240 249 15 1.33 105 V/3/15 240 1.75 2249 240 249 13 1.33 108 VI/3/13 300 0.90 1299 300 249 18 1 67 35 I L ’ 4/18 300 1.10 1499 300 249 18 167 99 m/4/18 300 1.35 1749 300 249 18 1 57 115 IV'4 '18 300 1.50 1999 300 249 16 1 67 131 V 4 16 300 1.75 2249 300 249 15 1.67 148 VI/4/15 365 365 365 365 365 0.90 1.10 1.35 1.50 1.75 1299 1499 1749 1999 2249 365 365 365 365 365 249 249 249 249 249 18 18 18 16 15 2.03 2.03 2.03 2.03 2.03 107 123 144 164 185 11/5/18 111/5/18 IV/5/18 V/5/16 VI/5/15 Table 2.11: Loadbearing Hebei lintels (Hebei Handbook, 1997) 42 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 2.4 Hebei International Projects This section presents examples built using the Hebei system by various manufacturing plants around the world. Fig. 2.19: Residential house in Germany (hebel.com) Fig. 2.20:Residential house in USA (buildingshowcase.com) Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Fig. 2.21: Private resort in Kuwait (Almasaken.com) Fig. 2.22: Residential house in Kuwait (Almasaken.com) Fig. 2.23: Schools in USA (Hebel.com) Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Fig. 2.24: Fish market in Kuwait (Almasaken.com) Fig. 2.25: Private house in Germany (hebel.com) 45 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Fig. 2.26: Mosque in Germany (Hebel.com) Fig. 2.27: Hebei headquarters building in Germany (Hebel.com) Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Part II: DESIGN ANALYSIS PROGRAM Introducing Hebei Design Analysis Program 3.1 Introduction and Program Overview The HDA (Hebei Design Analysis) program is designed with an interface that is familiar to engineers and architects working with the Hebei system in Kuwait. HDA has the same calculation schedule sheets used for manual calculations. HDA is programmed to match the conditions and environment of the Middle East. HDA analyses Hebei reinforced AAC products. Moreover, it can summarize Hebei components for building project summing up the number and the volume of items. The program could compute the rebar design for a single floor and roof slab or a group o f slabs in a project. A check o f the wall design is done in an excel sheet embedded in the program to allow the user to see the equations and computations. Furthermore, HDA includes a table of common lintels for easy selection by the user. HDA also has a help glossary that includes brief definitions of any variables and terms used in the program. User input for is mainly slab and wall dimensions and load values. HDA starts with a simple and easy to use interface. There is a common tool bar menu and four command buttons. Each command button has a unique picture visualizing the button’s function. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Fig. 3.1: HDA home window The user has the choices o f roof design, wall design, or lintel selection. The four options can be accessed either by clicking on the icon buttons or by selecting from the menu bar. When the user clicks on any option, a new window opens to serve that option selected. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. • Wall design check By clicking the wall option, a new window will pop out as shown in Fig. 3.2. This window will inform the user that the wall design check will be done using excel calculation spread sheet. Fig. 3.2: HDA wall design check window The wall design window has a sample picture o f the actual excel sheet that the user will use to check his/her wall design. The user will either choose to check the wall design or returning to the home window. Fig. 3.3 shows the Excel spreadsheet to enter wall design parameters. 49 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. a \ 0*sign ol Loadbearing Masonry P roiect: B u ild in g Number P r o je c t n u m b e r Wall Position E d je X to xx Revision C Prooved Date 'r t o : ) C High! of the Building H = 5 CCO m must 0* H < - • 20 m Wall thickness t = 0 2CG m Wall length b - I CCO m Cross section area of wail b M = 0 200 m2 il ««i < 0 10 m2 consider p m or * tf> o rt «wr Wall class class - cLrss - 1 T or internal « » U b EXTERNAL W ALL class • 2 For rttenai aaU s Clear height of story 2 - 0 m In mmI W « 2.75 ■ Effective span length I = i or. m must be I <- 60m Dead load of upper wall ' SCG KN Dead load of slab A = 7 :c KN Lim hud m the ?U tx p « 5 0 *N/m2 Wall own weight G = ; 20 KN * Total value of design load N» - 26 30 KN t t w i w u k m w w m m m ft wutum tm um — ^ > > . Number of wall restraining 2. 3 or 4 Coeficient p 1 00 Buckling length of wall hk = 2 40 nk. p • hs Slenderness of wall hk/t = 1200 must t»: Mut < 2S.0 k2: Factor to reduce risk of buckling. k 2 - 1 0 0 0 37 Kl 10 For M ills ki - o 8 tor piers an snort wail * 2 1 0 • » h k /d * - 1 0 0 *2 - (25 !W/dVl5 d 10 < rrn/d <25 * 2 -0 .f Mi/d > 25 k3:Factor to reduce added toad caused by bending m om ent at slab support area k3 = 1 00 *3 10 • ! I < 4 20 m * 3 -1 7 i;6 if 4 20 < I < 600 m k = kl ■ k2 = k * kl • k3 = K • 0 8 7 1 00 0 87 The smaller uluc is determinant Block density Base value ot perm tss. compr. stres Permissible stress of GP< 1 1 MN/m2 0 95 MN/m2 0^*00 Actual compressive stress a - 0 13 M N/m2 < r - Nft / b t 0 95 > 0.13 THE WALL IS ACCEPTABLE Fig. 3.3: Excel spreadsheet used to enter wall design Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. • Lintel Selection The lintel selection option connects the user to the lintel schedule window. The schedule contains all reinforced lintels available in Hebei plant o f Kuwait. The user will select lintels according to the imposed loading and dimensions required (Fig. 3.4). 3 H EZ Mti-l i Jrr JM m ■.jj-.-h-Mr- ifir fi r :: las- raa v s s • g g'rraagr^aa i m T a c r aa i ag~iTj« r ri» • : s i s r a a rr~~ ia a ■ a»B • a « ' iaB~TTaaae <m jpr'7"5BrnHBr''-"Hin’T ' aB’irgaanH i r ^ i g t g g ' ' a s ' g a m a a r t~ m 1 I Fig. 3.4: Lintel selection window The user can select any number o f lintels required for a project from the table in the lintel window, and specify the number o f lintels required on each floor in the project. The columns at right indicate the floor levels: basement, ground floor, first floor, second floor and roof. After pressing the Totals button, HDA calculates the 51 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. total number o f lintels and their volume. The lintel schedule is then ready for printing or saving for future use. • Slab Design Pressing the slab icon at the home window displays three options: Single Slab Design, Project Floor Slab Design, or Project Roof Slab Design (Fig. 3.5). The user can either select to design a single floor or roof slab or a project with floor or roof slabs. For the single slab design window, roof or floor slab can be designed using a new window shown in Fig. 3.6, which is accessed by hitting the “single slab design” button. The project slab design option will lead to either project floor slab design or project roof design. Fig. 3.7 shows project floor design Ptajact- Projact Floor Slab Design Project Roof Slab Design Home Fig. 3.5: Slab design option window 52 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. ■ Single Slab Design Option The user must input slab dimensions, live load and dead load as design requirement input for this window, followed by selecting the slab type to be analyzed: floor slab or roof slab. The program will then analyze the slab with required reinforcement. For a detailed example, please refer to section 3.3. IRootSUb Fig. 3.6 Single slab design window Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. ■ Project Slab Design Option Fig. 3.7: Project floor design window The following input is required for the project floor design: a. Position (optional input to reference the slab to the working drawings) b. L: length o f the slab in meters c. W : width o f the slab in meters d. H: height o f the slab in meters e. LL: live load in kN/m2 f. D.L: dead load in kN/m2 g. Bas’t: optional input for the user, indicates the number o f floor slabs in the basement floor 54 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. h. GrFl: optional input to indicate the number of floor slabs in the ground floor i 1 st ,2n d FI and Roof: optional input to indicate number of floor slabs in the first floor, second floor and the roof The output will be as follows: a. Total: will calculate the total number o f slabs b. Type: will show what type o f slab strength either GB3.3 or GB4.4 c. LZ: size and number of main bottom reinforcement d. QZ: size and number o f transverse bottom reinforcement e. LT: size and number o f upper reinforcement f. QT: size and number o f transverse upper reinforcement g. Volume: the total volume o f floor slab For detailed example, please refer to section 3.3. The window can be saved as a file and printed for future reference. The project roof design window is identical to the project floor design window, only the internal computation code is different. • Help file The help file has a search option to allow the user search for variables and word definitions used in the program. Help is accessed, clicking the help button from any window (Fig. 3.8). 55 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. LI 5/25: Lintel of 1 5m length and 25cm width L20/15: Lintel of 2m length and 15cm width L20/20: Lintel of 2m length and 20cm width L20/25: Lintel of 2m length and 25cm width L25/15: Lintel of 2.5m length and 15cm w idth L25/20: Lintel of 2.5m length and 20cm w idth L25/25: Lintel of 2.5m length and 25cm w idth L30/20: Lintel of 3.0m length and 20cm width L30/25: Lintel of 3.0m length and 25cm width L35/25: Lintel of 3.5m length and 25cm width L : Length of slab in meters W : Width of slab in meters H : Height of slab in meters Position: Refers to the slab position on the erection drawings Bast: Number of slabs used in the basement GrFI : Number of slabs used in the ground floor IstFI : Number of slabs used on the 1st floor 2ndFI : Number of slabs used on the 2nd floor Roof : Number of slabs used on the roof iType : Type of Hebei bloack. GB3.3 or GB4.4 Fig. 3.8:Help window 56 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 3.2 Program Structure and Methodology to Analyze and Design The program structure and methodology are easier to understand in a program flowchart. The program main features are the floor and roof slab design modules. Fig. 3.9 shows the slab design flowchart. T o tal Load q Assume G.B 3.3,4.4 Q m ax = (q.L .b)/2 Assume a rebar # 5 ,6 ,8 ,9 Calculate kh value Command Calculate Mt, M m ax = (q.L 2.b)/8 C alcu late req u ired reinforcement Design Table Kz, Z=Kz.h Check steel stress Shear, anchorage Fig. 3.9: Slab design flowchart 57 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. The slab design flowchart clearly visualizes the program sequence steps. The most complex algorithm was for the program to select the kz value from the design table. As discussed in section 2.3, after calculating the kh value the kz value should be taken from the design table. An array was created to implement the design table, and Lagrange’s interpolation polynomial method was used. Lagrange’s interpolation equation is: Lagrange's interpolation polynomial and Lagrange polynomials y * /(* )% PJ.x) = Ldx)yo + L t(x)y, + — + L£x)y, L (x\ = (* - *o) far - *i) — (x — x ,.t) (x — x,+,) — (x — jr.) . _ , ‘ (*. - X ')(x , - X.) ••• (x, - x ,_ t H x t - JT „t)... (jr, - jr.) • * ....... Lagrange’s interpolation polynomial (Gellert et al, 1980) The interpolation equation based on Lagrange’s polynomial interpolation was developed as follows: Y2 = (Y3 *( X2 - X I ) + Y l*( X3 - X2 ) ) / ( X3 - XI ) Where Y l, Y2, Y3, XI, X2, and X3 are part in a set of data in the design table and Y2 is the unknown value to be interpolated, using the previous and next values in the design data table. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 3.3 Example This section will illustrate the use o f HDA on a two- story house built in Kuwait using the Hebei system. The example will illustrate the design of: • Walls • Floor and roof panels • Lintels The architectural and production drawings will be shown along with each item to demonstrate the required input (see appendix A for complete plans) • Wall design is for the highlighted ground floor wall (Fig. 3.10) w .0m z a a t c > P A X T W T a 2 k m 3T :9 00m I iy : ■ j _ _ Fig. 3.10: Ground floor plan (Acico, 2001) 59 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. The wall is checked using the excel spreadsheet mentioned in section 3.1. Table. 3.1 shows the input required for the wall design o f this example. Enter Data Height of the Building H = 11.875 m must be H <= 20 m Wall thickness t = 0.250 m Wall length b = 3.850 m If area < 0.10 m2 consider piers or Cross section area of wall b ' t = 0.963 m2 "short wall" Wall class class = 2 class = 1 For internal walls EXTERNAL WALL class = 2 For extenal walls Clear height of story hs = 3.50 m Supported floor/roof h s m ust be <*3.5 m Effective span length L = 4.15 m must be L <= 6.0 m Dead load of upper wall N,J 0 = 77.00 KN Dead load of slab A = 50.50 KN Live load on the slab: p < 5.0 KN/m2 Wall own weight G = 20.50 KN Total design load Nft = 148.00 KN Table 3.1: Data requirements for wall design check (HDA) Wall dimensions are: t = 0.25; L = 3.85 m (Fig. 3.11) Story height = 3.5 m (see section in Appendix A) 4 0 0 KITCHEN 1 G 0 6 Z 7 * ? c c r ? £ | --------------- - M » | Fig. 3.11: Wall close-up (Acico, 2001) 60 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Dead load o f upper wall is calculated from the sum o f all the following loads and then multiplied by the wall length: a. Self load o f upper wall (first floor) = 5.3 kN/m b. Load from first floor roof slab (DL + LL) = 11.7 kN/m c. Ring beam o f first floor = 1.1 kN/m d. Load o f parapet = 1.9 kN/m Total = 20 kN/m * 3.85 m = 77 kN Dead and live loads of slab on the wall is 13.1 kN/m * 3.85 m = 50.5 kN Wall own weight = 5.3 kN/m * 3.85 m = 20.5 kN Define number o f wall restrains as described in 2.3 Wall restrains = 3 (one side plus slabs above and below, see Fig. 3.11) WALL RESTRAINS AND BUCKLING HEIGHT 1 tt of restrains (number of wall restrains) 3 2, 3, or 4 2 2 restrains N/A N/A 3 3 restrains (b') t>'=restraining wall to free edge distance b'=3.725 b'<=15t 4 4 restrains (b) a = distance between restraining walls N/A b <=30t 5 Coefficient (p) P = P =0.90 6 Buckling height hk = hk=3.15 hk= p hs 7 Slenderness hk/t = hk/t=12.6 hk/t< 25 Table 3.2: Type o f wall restrains (HDA) The spreadsheet calculates coefficients required for the wall design check (Table 3.2). Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Finally, the spreadsheet shows at the bottom o f the table if the wall is an acceptable design or not; after comparing the computed with the permissible compressive stress as shown in Table 3.3. Actual compressive stress a = 0.15 MN/m2 <r= Nft / b t CONCLUSION 0.91 > 0.15 T H E W A L L IS A C C EPTA BLE Table 3.3: Conclusion o f wall design check (HDA) • Lintel selection Lintels are selected according to imposed load and dimensions. Fig. 3.12 shows required reinforced lintels for the ground floor. Fig. 3.12: Ground floor plan (Acico, 2001) 6 2 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. HDA calculates number and volume o f all required lintels (Fig. 3.13) Fig. 3.13: List o f Lintels for sample house {HDA) • Floor slab design The floor slab design example will be done for the ground floor Fig. 3.14 shows the ground floor slab production drawings 63 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. s a o i m s ? 6 « 8 -ft* erect* t a id be: tber sd o b< r n at Fig. 3.14: Ground floor slab production drawing (Acico, 2001) The production drawing shows the slab arrangement on the loadbearing walls. The slabs have unique indexes shown on the drawing. All slabs with the same index number have the same slab dimensions and type. These indexes are filled in the position column in the project floor design schedule o f the HDA program (Fig. 3.15). 64 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Fig. 3.15: Floor slab analysis screen {HDA) Fig. 3.15 shows the program has automatically calculated all required upper and lower reinforcement for the floor slabs. • Roof slab design The roof design example illustrates a single roof slab design. Dimensions and loads will be the input for this example. Fig. 3.16 shows a single roof slab design input, which is a roof slab taken for the 2n d floor plan. 65 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Fig. 3.16: Single roof slab design input window (HDA) After inputting the required dimensions and loads for the single roof slab, the slab type should be also selected as roof slab. The calculated output o f this single slab design is illustrated in Fig. 3.17 for easier understanding. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Fig. 3.17: Results window for the single roof slab design {HDA) 3.4 Programming Language Hebei Design Analysis (HDA) was programmed using Visual Basic. Visual Basic is a fairly easy to leam language, compared to other languages, such as visual C++ and Java. Moreover, Visual Basic can easily assist the conversion o f user input into graphic output. Also, the availability of teaching tools makes it easy to leam Visual Basic from many resources such as; books, Web sites, and previous programs. For the full code used in the HDA program please refer to appendix B. 67 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Conclusions and Recommendations 4.1 Conclusions The HDA (Hebei Design Analysis) program is mainly designed for architects and engineers in the Middle East. The program objective is to save time and reduce human error for those working with Hebei system analysis and design. The program has actually been compared with manual computations, which proves HAD actually saves two to three working hours. The manual calculations to analyze and design the single family residence o f chapter 3.3 with the Hebei system takes up to four hours; while HDA takes only one hour. The HDA program serves its purpose by reducing time and thus contributing to higher productivity. The main challenge is to leam the Hebei system and use HDA by uninitiated engineers and architects. This will be addressed in the following Recommendations. For example, input combines dead and live load together in the wall design check. This is confusing to new users and may cause errors. However for experienced users HDA can be a powerful tool to increase productivity and reduce potential errors. 4.1.1 ASD vs. Strength Method The Hebei design method described in chapter 2.3 is based on Allowable Stress Design (ASD), but different from ASD in the US prior to the Strength method. While ASD implies safety factors by allowable stress, the strength method implies safety factors primarily by factored load, multiplying dead load by 1.4 and live 68 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. load 1.7, for example. ASD in the US assumed a triangular compression stress block for concrete beams (Fig. 4.1 B). At ultimate strength, concrete yields which results in a parabolic stress block (Fig. 4.1 C). The Strength Method substitutes the parabolic stress block by an idealized rectangular stress block (Fig. 4.1 D and 4.2). The Hebei method, while based on allowable stress, also assumes a parabolic stress block, presumably considering the effect o f non-linear stress/strain relations of concrete even at moderate stress levels (Fig. 4.3). c /3 0 B c A Fig. 4.1: Stress blocks in concrete beam (A): ASD (B), Ultimate strength (C), Strength design method (D) (Schierle, 1996) ___- M m s ? :C M S tra in , O n /fn i Fig. 4.2: Strength design stress block (Spiegel, 1992) Fig. 4.3: Concrete stress/Strain curves (ACI, 1990) 69 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 4.2 Recommendations • The lightweight o f ACC is ideal for seismic areas. Research should be conducted to develop greater seismic resistance through rebars or other means. • To improve HDA, the Excel spreadsheet for wall design should more clearly define the required input, notably separating live load and dead load and defining tributary areas more concisely. The tributary area for slab dead load should include the full width of exterior walls and half o f interior walls, while the live load tributary area should only include the net interior area between walls. Also an item for eave overhang should be included. The Excel spread sheet should include: Dead load of wall(s) above (height*thickness*DL) kN/m Dead load of stiffening wall(s) above (tributary volume*DL) kN/m Dead load of roof slab above (span*DL/2) kN/m Live load on roof slab above (span*LL/2) kN/m Dead load of floor slab(s) above (# of slabs*span*DL/2) kN/m Live load on floor slab(s) above (# of slabs*span*LL/2) kN/m Ring beam(s) above (trib volume*DL) kN/m Parapet (tributary volume*DL) kN/m Eave (Overhang width*DL) kN/m Sum (sum of all items above) kN/m Total (Sum*wall length) kN 70 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Future HDA versions could be improved with the following additional features: • A layout module, using CAD drawings to define the material list; based on user input of unit loads and identifying load bearing walls on drawings. • Given load-bearing walls on four sides, HDA could select the shortest span as preferred solution to minimize cost; but allow users to override the span direction. • HDA could recognize user’s previous project patterns and use them as default input for convenience. • HDA could ask users about their level of experience, to allow experienced users to proceed faster and provide new users with information to clarify input needs. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Bibliography ACI. (1990) American Concrete Institute. Skokie IL: Portland Cement Association Aerated Concrete Industries Co. (2001) Hebei Construction System [online]. Available from: http://www.almasaken.com/en/home.asp [Accessed 9/14/2001] Al-Khaled, G. (1998) Engineering Practical Training Hebei Construction System. Hebei system. Thesis (Engineering degree). Kuwait University. Aroni, S., de Groot, G J, et al. (1993) Autoclaved Aerated Concrete Properties, Testing and Design. Great Britain: St. Edmundsbury. BABB International. (2001) Autoclaved Aerated Concrete [online]. Available from: http://www.hebel.com [Accessed 1/27/2002] Gellert, W., Kustner, H., et al. (1977) The VNR Concise Encyclopedia o f Mathematics. Canada: Van Nostrand Reinhold Ltd. Grutzeck, M. W. (2001) Autoclaved Aerated Concrete (AAC) Research at Penn State [online]. Available from: http://www.personal.psu.edU/facultv/g/u/gur/ [Accessed 1/23/2002] Hebei AG & Hebei International GmbH & Co. (1997) Hebei International Handbook, Technical Information fo r Planning and Construction. Germany: Hebei AG & Hebei International GmbH & Co. Schierle, G.G. (1996) Lecture notes on ASD/LRFD. u s e Spiegel, G and Limbrunner, G.(1992) Reinforced Concrete Design. NewJersey: Prentice Hall Wittmann, F.H. (1992) Advances in Autoclaved Aerated Concrete. 2n d ed. Netherlands: Balkema. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Appendix A Plans & Drawings Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Reproduced with permission o f th e copyright owner. Further reproduction prohibited without permission. A e r a t e d C o n c r e t e I n d u s t r i e s C o . K . S . C . C i 346 HOUSING-30 Project N o.: VILLA-67 Project N am e: GHASSAN AHMED AL-KHALID CO. C ontractor: 04/12/01 15/12/01 Date : AF PF507 C O N S '1 •" * ________ •V L ' J 'J Reproduced with permission o f th e copyright owner. Further reproduction prohibited without permission. Drawing Index A rchitectural (Arch) Lintel (Lin) S.N. 01 Drawings Title Ground Floor Rev. Date I S.N. 02 ; First Floor 03 Roof Floor I Drawings Title 01 ! Ground Floor 02 First Floor Rev. Date S lab s (Sib) S.N. | Drawings Title iRev. Date 01 Ground Floor D etails (Dtl) S.N. j Drawings Title Rev. j Date 1 01 G. DETAILS 1 I 03 Roof Floor j 02 i . 03 First Floor Roof Floor 02 G. DETAILS 2 i 03 G. DETAILS 3 04 G. DETAILS 4 OS G. DETAILS 2 F oundation (Fnd) 01 FOUNDATION Total number of sheets 15 «*S3- t i « ^ i ' J U N I ? ; : [ S i ■ tw r » “ i n * • r « '« > ir • « l i 1 1 i J 3 J S | *|J i S i t ;« 3S5«Sl i : 5 . 3 1& LS.---s j — ^•£X (t* . .* p \ --------I-------< / j t»00 11:15 / ; 4 « V 1 s *«> i i r — ^ * ^ ^ # 1 < 2 > r=) 76 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 'U()0 JIN Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. riftsT K U W K l*UN < 2 1 ! J m o o ,1 1 .L 5 78 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. (U JH i.’ -ilsrtd g o o n LWU 11 sfe s|3 il , si;a; i 80 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. iisicsia I 82 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. i« » » K * iH rrv i a o c r u isiu < ^ i j ! 1^ O H e w k w L U 3_ Trnrntr 83 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. \U 111 ill a 1 si a I < i| in IS I if IS 8^3 I J N R * j 8 7 j g ^ s i i! ? il i ii i i 3 < X a a 5 I W C B j l m i 84 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. R IN G BEAM-DETXILS A 3 j 1 J “ o ( * > = C 1 o'. - * i * J 3 ^ 9 .^ \ ,i I . frn 19 » ! * as 8 ill 3 5 J l I 0 1 T in f f — -ill 85 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. s? u B si I! / / n i < U » * U ' * I J 1.! * i 8 -! 11. ^ J ' V i L et i c II a il5 i ! U i ■I a a S I gi 3 3 X X I z ; O ■ 86 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 13 ft-W • A i i . ' U i i S t y ..r 4 •< ri u? J H c 1 = 4 3 n a » □ 1 x I u -I d ,xlJ n (-0 r < n i I; J j i.{ « f t - \ ., / \£ / v 7 / * \ 1 k > 1 4 c m a d mwihim y e J5 i 3 at y 87 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. ■ !' A i s N O T E : ■ W k ■ ■■§! M iaa « i j i < illit! « n O J 1 1 li.lil i i s J 13 a 1 5 | J s o g “ 2 o B i o 1 8 “ 2 O z w f * u = 5 < e « r i C O i t a a ii « i i J l 1 « ll 18 la 1 ^ a J | i 1 B O T T O M | 1 3 Q a a B 88 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Appendix B Programming Code Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Private Sub Command l_Click() Dim L, H, W, Leflf, TL, LL, DL, Mmax, Qmax, Mt, SW, kh, hs, Kh33, Kh44, Kz, Z, Asl, Ac, q, e, AC1, num, Asal, zv As Double Dim n, j, t, NO, N 02, integ, integg As Integer Dim GB33(15), Kzt(15), GB44(15) As Double For integ = 1 To 20 If (FlexGrid.TextMatrix(integ, 1) > 6) Or (FlexGrid.TextMatrix(integ, 1) < 1) Then intresponse = MsgBox("Slab length L should not exceed 6.0 m and not less than 1.0 m”, vbOKOnly + vbCritical, "Dimension Error") GoTo ending Else integ = 99 End If Next For integ = 1 To 20 If (FlexGrid.TextMatrix(integ, 2) > 0.625) Or (FlexGrid.TextMatrix(integ, 2) < 0.2) Then intresponse = MsgBox("Slab width W should not exceed 0.625 m and not less than 0.2 m", vbOKOnly + vbCritical, "Dimension Error") GoTo ending Else integ = 99 End If Next For integ = 1 To 20 If (FlexGrid.TextMatrix(integ, 3) > 0.3) Or (FIexGrid.TextMatrix(integ, 3) < 0.1) Then 90 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. intresponse = MsgBox("Slab height H should not exceed 0.3 m and not less than 0.1 m", vbOKOnly + vbCritical, "Dimension Error") GoTo ending Else integ = 99 End If Next GB33(0)= 1.64 GB33(1)= 1.4 GB33(2)= 1.23 GB33(3)= 1.1 GB33(4) = 1 GB33(5) = 0.923 GB33(6) = 0.857 GB33(7) = 0.801 GB33(8) = 0.754 GB33(9) = 0.714 GB33(10) = 0.678 GB33(11) = 0.647 GB33(12) = 0.619 GB33(13) = 0.595 GB33(14) = 0.572 GB33(15) = 0.552 GB44(0)= 1.37 GB44(1)= 1.17 GB44(2)= 1.03 GB44(3) = 0.924 GB44(4) = 0.84 GB44(5) = 0.772 GB44(6) = 0.717 GB44(7) = 0.617 GB44(8) = 0.631 GB44(9) = 0.597 GB44(10) = 0.567 GB44(11) = 0.541 GB44(12) = 0.518 GB44(13) = 0.497 GB44(14) = 0.479 GB44( 15) =0.462 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Kzt(O) = 0.928 K zt(l) = 0.917 Kzt(2) = 0.907 Kzt(3) = 0.897 Kzt(4) = 0.888 Kzt(5) = 0.88 Kzt(6) = 0.872 Kzt(7) = 0.865 Kzt(8) = 0.858 Kzt(9) = 0.852 Kzt(lO) = 0.846 Kzt(l 1) = 0.84 Kzt(12) = 0.835 Kzt(13) = 0.829 Kzt(14) = 0.825 Kzt(15) = 0.82 For integ = 1 To 5 L = FlexGrid.TextMatrix(integ, 1) W = FlexGrid.TextMatrix(integ, 2) H = FlexGrid.TextMatrix( integ, 3) LL = FlexGrid.TextMatrix(integ, 4) DL = FlexGrid.TextMatrix(integ, 5) If FlexGrid.TextMatrix(integ, 1) = "" Then GoTo ending End If Leff = L - 0.1 q = Val(LL) + Val(DL) + H * 7.2 ' calculates the total load wich includes the self weight o f panel Mmax = ((q) * (LeflfA 2) * W) / 8 ' calculates the Maximum moment Qmax = (q * Leff* W) / 2 SW = 7.2 * H 1 calculates the self weight panel o f the AAc Mt = ((SW) * (LeffA 2) * W) / 8 ' calculates the moment required for transportation •NOW CALCULATE REQUIRED LONGITUDINAL MAIN REINFORCEMENT NO = 5 Recalculate: hs = (H * 100)-1 - (N O /20) recalculate2: 92 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. khl = hs / (((Mmax * 1 0 0 )/W )A( 1 12)) Debug.Print "khl", khl Kh33 = Format(khl, ”#.###") * 1 ' USING THE DESIGN TABLE GB33 If KH33 >= 0.552 Then IfK h33> 1.64 Then Kh33 = 1.64 Else n = 14 For i = 0 To n Debug.Print Kh33, "kh33" Debug.Print i, "i" Debug.Print GB33(i) If Kh33 = GB33(i) Then Kz = Kzt(i) t = 33 i = 99 Elself ((GB33(i + 1) < Kh33) And (Kh33 < GB33(i)) And (i o n)) Then Kz = ((Kzt(i + 1) * (Kh33 - GB33(i))) + (Kzt(i) * (GB33(i + 1) - Kh33))) / (GB33(i + 1) - GB33(i» t = 33 i = 99 End If Debug.Print Kh33, "kh33" Debug.Print i, "i" Debug.Print GB33(i) Next i End If Else Kh44 = Kh33 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. n = 14 For j = 0 To n If Kh44 = GB44(j) Then Kz = Kzt(j) t = 44 j = 99 Elself ((GB44(j + 1) < Kh44) And (Kh44 < GB44(j)) And 0 o n)) Then Kz = ((Kzt(j + 1) * (Kh44 - GB44(j))) + (Kzt(j) * (GB44(j + 1) - Kh44))) / (GB44(j + 1) - GB440)) t = 44 j = 99 End If Debug.Print Kh44, "kh44M Debug.Print j, "j", "kz”, Kz 'Debug.Print GB44(j) Next j End If If Kh44 < 0.462 Then hs = hs + 2.5 GoTo recalculate2 End If Kz = Format(Kz, "#.####") * 1 Z = Kz * hs 'Calculates the lever arm o f internal forces Asl = (Mmax * 1000) / (Z * 180) ’ requred steel area in cm2 Asl = Format(Asl, "#.####") * 1 AC1 = (3.141592654 / 4) * (NO / 1 0 ) A 2 ’ cross section area o f one bar 94 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. num = Asl / AC1 ' calculates number o f bars num = num + 0.4999999 num = Round(num) If num > 9 Then If NO < 10 Then End If NO = NO +1 GoTo Recalculate End If Asal = num * A C 1' actual area o f steel required SSA = (Mmax * 1000) / (Z * Asal) 'calculates Actual steel stress ' SHEAR STRESS CHECK zv = (Qmax * 1000) / (W * 1000 * Z * 10) If t = 33 And zv > 0.08 And hs < 30 Then hs = hs + 2.5 GoTo recalculate2 End If If t = 44 And zv > 0.12 And hs < 30 Then hs = hs + 2.5 GoTo recalculate2 End If If t = 33 And zv > 0.08 And hs > 30 And hs < 30.5 Then If num > 9 Then If NO < 10 Then End If NO = NO + 1 GoTo Recalculate End If End If Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. If t = 44 And zv > 0.12 And hs > 30 Then If num > 9 Then If NO < 10 Then End If NO = NO + 1 GoTo Recalculate End If End If 'Debug.Print zv, t, hs, num, NO, Z •NOW CALCULATE REQUIRED TRANSPORTATION UPPER REINFORCEMENT N 02 = 5 recalculate3: hs2 = (H * 100) - 1 - (N 02 / 20) kh2 = hs2 / (((Mt * 100) / W) A (1 / 2)) kh2 = Format(kh2, "#.###") * 1 If t = 33 Then If kh2 > 1.64 Then kh2 = 1.64 End If Else n = 14 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. If kh2 = GB33(i) Then kz2 = Kzt(i) t = 33 i = 99 Elself ((GB33(i + 1) < kh2) And (kh2 < GB33(i)) And (i o n)) Then kz2 = ((Kzt(i + 1) * (kh2 - GB33(i))) + (Kzt(0 * (GB33(i + I ) - kh2))) / (GB33(i + 1) - GB33(i)) t = 33 i = 99 End If Debug.Print "kh2", kh2, kz2 Next i End If If t = 44 Then If kh2 > 1.37 Then kh2 = 1.37 End If Else n = 14 For j = 0 To n If kh2 = GB44G) Then kz2 = Kzt(j) t = 44 j = 99 Elself ((GB44(j + 1) < kh2) And (kh2 < GB44(j)) And 0 o n)) Then kz2 = ((Kzt(j + 1) * (kh2 - GB44(j») + (Kzt(j) * (GB44(j + 1) - kh2)» / (GB44G + I) - GB44(j)) t = 44 j = 99 End If 97 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Debug.Print, "KZ2", kz2, "GB44", ’ ’kh2", kh2 Next j End If kz2 = Format(kz2, "#.####") * 1 Z2 = kz2 * hs2 'Calculates the lever arm o f internal forces As2 = (Mt * 1000) / (Z2 * 180)' requred steel area in cm2 As2 = Format(As2, "#.####") * 1 AC2 = (3.141592654 / 4) * (N 02 /1 0 ) A 2 'cross section area o f one bar num2 = As2 / AC2 ' calculates number o f bars num2 = num2 + 0.4999999 num2 = Round(num2) If num2 > 9 Then If N 02 < 10 Then End If N 02 = N 02 + 1 GoTo recalculate3 End If Asa2 = num2 * AC2 ' actual area o f steel required SSA2 = (Mt * 1000) / (Z2 * Asa2) Debug.Print "SSA2", SSA, SSA2 'Debug.Print Asa2, num2, N02 ' NOW DESIGN CHECK OF DEFLECTION Dali = ((Leflf * 100) / 300) * 10 If t = 33 Then Em = 1750' E modulus of AAC G.B 3.3 End If If t = 44 Then Em = 2250' E modulus of AAC G.B 4.4 End If Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. m = (210000 / E m )' Modular Ratio per = ((Asa2 + Asal) / (H * 100 * W * 100)) * 100 C = 1 + per * 0.12 * Em * ((0.51 - (1.4 / (100 * H )))A 2) x = (W * 100 * ((H * 100) A 3 ))/1 2 Debug.Print "I", x, "C", C, "per”, per ' SHORT TERM DEFLECTION If t = 33 Then Ds = (5 / 384) * ((q * W * ((Leff)A 4)) / (1750 * x * C)) End If If t = 44 Then Ds = (5 / 384) * ((q * W * ((Leff)A 4)) / (2250 * x * C)) End If IfD s> Dali Then hs = hs + 2.5 GoTo recalculate2 End If ' LONG TERM DEFLECTION If t = 33 Then ql = H * 7.2 + Val(DL) + 0.6 * LL Dg = (5 / 384) * ((ql ♦ W * ((Leff)A 4)) / (1750 * x * C)) Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Dg = Dg* 1.3 End If If t = 44 Then ql = H * 7.2 + Val(DL) + 0.6 * LL Dg = (5 / 384) * ((ql * W * ((Leff)A 4)) / (2250 * x * C)) Dg = Dg * 1.3 End If If Dg > Dali Then hs = hs + 2.5 GoTo recalculate2 End If ' LOWER TRANSVERSE REINFORCEMENT ZT = (SSA * AC 1 * 100) /1000 'Z tensile force o f each individual longitudinal bar in KN If NO >= 5 And NO <= 7 Then NOV = 5 1 tnasverse reinforcement bar End If If NO = 8 Then NOV = 6 End If If NO = 9 Then NOV = 8 End If recalculate4: If t = 33 Then NT = (4 * (ZT) A 2) / (NOV * 3.5)' calculates the number of transverse reinforcement End If too Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. If t = 44 Then NT = (4 * (ZT) A 2) / (NOV * 5 )' calculates the number o f transverse reinforcement End If NT = NT + 0.4999999 NT = Round(NT) recheck1: actweld = (ZT / N T )' Calculating the actual welding point force weldall = (0.35 * AC1 * 100 * 0.5) / 3 ' permissible welding point force If actweld > weldall Then NT = NT + 1 GoTo recheck 1 End If TNT = 2 * NT If L >= 1 And L <= 1.28 Then If TNT > 6 Then NOV = NOV + 1 GoTo recalculate4 End If End If If L >= 1.29 And L <= 1.51 Then If TNT > 7 Then NOV = NOV + 1 GoTo recalculate4 End If End If If L >= 1.52 And L <= 1.85 Then If TNT > 8 Then NOV = NOV + 1 GoTo recalculate4 End If End If If L >= 1.86 And L <= 2.33 Then If TNT > 9 Then NOV = NOV + 1 1 0 1 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. GoTo recalculate4 End If End If If L >= 2.34 And L <= 1.69 Then If TNT > 10 Then NOV = NOV + 1 GoTo recalculate4 End If End If If L >= 2.7 And L <= 2.99 Then If TNT > 11 Then NOV = NOV + 1 GoTo recalculate4 End If End If If L >= 3 And L <= 3.07 Then If TNT > 12 Then NOV = NOV + 1 GoTo recalculate4 End If End If If L >= 3.08 And L <= 3.49 Then If TNT > 13 Then NOV = NOV + 1 GoTo recalculate4 End If End If If L >= 3.5 And L <= 3.91 Then If TNT > 14 Then NOV = NOV + 1 GoTo recalculate4 End If End If If L >= 3.92 And L <= 3.99 Then If TNT > 15 Then NOV = NOV + 1 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. GoTo recalculate4 End If End If If L >= 4 And L <= 4.29 Then If TNT > 16 Then NOV = NOV + 1 GoTo recalculate4 End If End If If L >= 4.3 And L <= 4.71 Then If TNT > 17 Then NOV = NOV + 1 GoTo recalculate4 End If End If If L >= 4.72 And L <= 5.13 Then If TNT > 18 Then NOV = NOV + 1 GoTo recalculate4 End If End If If L >= 5.14 And L <= 5.39 Then If TNT > 19 Then NOV = NOV + 1 GoTo recalculate4 End If End If If L >= 5.4 And L <= 5.51 Then If TNT > 20 Then NOV = NOV + 1 GoTo recalculate4 End If End If If L >= 5.52 And L <= 5.77 Then If TNT > 21 Then NOV = NOV + 1 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. GoTo recalculate4 End If End If If L >= 5.78 And L <= 6 Then If TNT > 22 Then NOV = NOV + 1 GoTo recalculate4 End If End If ' Upper transportation TRANSVERSE REINFORCEMENT zt2 = (SSA2 * AC2 * 100) / 1000 'Z tensile force o f each individual longitudinal bar in KN If N 02 >= 5 And N 02 <= 7 Then NOV2 = 5 ' tnasverse reinforcement bar End If If N 02 = 8 Then NOV2 = 6 End If If N 02 = 9 Then NOV2 = 8 End If recalculate5: If t = 33 Then NT2 = (4 * (zt2 )A 2) / (NOV2 * 3.5)' calculates the number o f transverse reinforcement End If If t = 44 Then NT2 = (4 * (zt2 )A 2) / (NOV2 * 5 )' calculates the number o f transverse reinforcement End If NT2 = NT2 + 0.4999999 104 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. NT2 = Round(NT2) recbeck2: actweld2 = (zt2 / NT2) ’ Calculating the actual welding point force weldall2 = (0.35 * AC2 * 100 * 0.5) / 3 ' permissible welding point force If actweld2 > weldall2 Then NT2 = NT2 + 1 GoTo recheck2 End If TNT2 = 2 * NT2 ' calculates the total number o f transvers If L >= 1 And L <= 1.28 Then If TNT2 > 6 Then NOV2 = NOV2 + 1 GoTo recalculate5 End If End If If L >= 1.29 And L <= 1.51 Then If TNT2 > 7 Then NOV2 = NOV2 + 1 GoTo recalculate5 End If End If If L >= 1.52 And L <= 1.85 Then If TNT2 > 8 Then NOV2 = NOV2 + 1 GoTo recalculate5 End If End If If L >= 1.86 And L <= 2.33 Then If TNT2 > 9 Then NOV2 = NOV2 + 1 GoTo recalculate5 End If End If Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. If L >= 2.34 And L <= 1.69 Then If TNT2 > 10 Then NOV2 = NOV2+1 GoTo recalculates End If End If If L >= 2.7 And L <= 2.99 Then If TNT2 > 11 Then NOV2 = NOV2+1 GoTo recalculates End If End If If L >= 3 And L <= 3.07 Then If TNT2 > 12 Then NOV2 = NOV2+1 GoTo recalculates End If End If If L >= 3.08 And L <= 3.49 Then IfTNT2 > 13 Then NOV2 = NOV2+1 GoTo recalculates End If End If If L >= 3.5 And L <= 3.91 Then IfTNT2 > 14 Then NOV2 = NOV2 + 1 GoTo recalculates End If End If If L >= 3.92 And L <= 3.99 Then IfTNT2 > 15 Then NOV2 = NOV2+1 GoTo recalculates End If End If Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. If L >= 4 And L <= 4.29 Then If TNT2 > 16 Then NOV2 = NOV2 + 1 GoTo recalculate5 End If End If If L >= 4.3 And L <= 4.71 Then IfTN T2 > 17 Then NOV2 = NOV2 + 1 GoTo recalculates End If End If If L >= 4.72 And L <= 5.13 Then IfTN T2 > 18 Then NOV2 = NOV2 + 1 GoTo recalculates End If End If If L >= 5.14 And L <= 5.39 Then If TNT2 > 19 Then NOV2 = NOV2 + 1 GoTo recalculates End If End If If L >= 5.4 And L <= 5.51 Then If TNT2 > 20 Then NOV2 = NOV2+1 GoTo recalculates End If End If If L >= 5.52 And L <= 5.77 Then IfTN T2 > 21 Then NOV2 = NOV2+1 GoTo recalculates End If End If Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. If L >= 5.78 And L <= 6 Then If TNT2 > 22 Then N0V2 = NOV2 + 1 GoTo recalculates End If End If If t = 33 Then FIexGrid.TextMatrix(integ, 12) = "GB 3.3" Else FlexGrid.TextMatrix(integ, 12) = "GB 4.4" End If FlexGrid.TextMatrix(integ, 13) = num & "d" & NO FlexGrid.TextMatrix(integ, 14) = TNT & "d" & NOV FlexGrid.TextMatrix(integ, 15) = num2 & "d" & N 02 FlexGrid.TextMatrix( integ, 16) = TNT2 & "d" & NOV2 FlexGrid.TextMatrix(integ, 11) = Val(FlexGrid.TextMatrix(integ, 6)) + Val(FlexGrid.TextMatrix(integ, 7)) + Val(FlexGrid.TextMatrix(integ, 8)) + Val(FlexGrid.TextMatrix(integ, 9)) + Val(FlexGrid.TextMatrix(integ, 10)) FlexGrid.TextMatrix(integ, 17) = Val(FlexGrid.TextMatrix(integ, 11)) * FlexGrid.TextMatrix(integ, 1) * FlexGrid.TextMatrix(integ, 2) * FlexGrid.TextMatrix(integ, 3) FlexGrid.TextMatrix(integ, 17) = Format(FlexGrid.TextMatrix(integ, 17), "#.##") 'fill to center text FlexGrid.Row = integ FlexGrid.Col = 11 FlexGrid.RowSel = integ FlexGrid.ColSel = 17 FlexGrid.FillStyle = flexFillRepeat 'fill entire selection FlexGrid.CeUAlignment = AexAlignCenterCenter Next integ ending: FlexGrid.TextMatrix(integ, 12) ="" 108 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. End Sub Private Sub Command2_Click() floorDesign.Hide Form4.Show End Sub Private Sub FlexGrid_DblClick() 'select the grid cell Text.SelStart = 100 'move the text box over the grid cell Text.Left = FlexGrid.CellLeft + FlexGrid.Left Text.Top = FlexGrid.CellTop + FlexGrid.Top Text. Width = FlexGrid.CellWidth Text.Height = FlexGrid.CellHeight 'match the text box font to the grid Text.FontName = FlexGrid.FontName Text.FontSize = FlexGrid.FontSize ' Show the text box and give it focus Text.Text = FlexGrid.Text Text.Visible = True Text.SetFocus End Sub Private Sub FlexGrid_GotFocus() ' move the value o f the text box to the grid cell If Text.Visible Then FlexGrid.Text = Text.Text Text.Visible = False End If End Sub Private Sub FlexGrid_LeaveCell() 'move the value o f the text box to the grid cell If Text.Visible Then FlexGrid.Text = Text.Text FlexGrid.CeUAlignment = AexAlignCenterCenter Text.Visible = False 109 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. End If End Sub Private Sub FormLoadQ Text.Visible = False FlexGrid.ColWidth(4) = 1134 FlexGrid.ColWidth(5) = 1134 FlexGrid.ColWidth( 1) = 637.875 FlexGrid.ColWidth(2) = 637.875 FlexGrid.ColWidth(3) = 637.875 FlexGrid.ColWidth(6) = 737.1 FlexGrid.ColWidth(7) = 737.1 FlexGrid.ColWidth(8) = 737.1 FlexGrid.ColWidth(9) = 737.1 FlexGrid.ColWidth( 10) = 737.1 FlexGrid.ColWidth( 11 ) = 737.1 FlexGrid.ColWidth( 12) = 793.8 FlexGrid.ColWidth( 13) = 793.8 FlexGrid.ColWidth( 14) = 793.8 FlexGrid.ColWidth( 15) = 793.8 FlexGrid.ColWidth( 16) = 793.8 FlexGrid. FlexGrid. FlexGrid. FlexGrid. FlexGrid. FlexGrid. FlexGrid. FlexGrid. FlexGrid. FlexGrid. FlexGrid. FlexGrid. FlexGrid. FlexGrid. TextMatrix(0,0 TextM atrix(0,1 TextMatrix(0,2 TextM atrix(0,3 TextM atrix(0,4 TextM atrix(0,5 TextM atrix(0,6 TextM atrix(0,7 TextM atrix(0,8 TextMatrix(0,9 TextM atrix(0,10) TextM atrix(0,11) TextM atrix(0,12) TextM atrix(0,13) "Position" "L" "W" "H" "L.L KN/m2" "D.L KN/m2" "Bas't" "GrFl" "1st FI" "2nd FI" = "Roof’ = "Total" i = "Type" = "LZ" no Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. FlexGrid.TextMatrix(0, 14) = "QZ" FlexGrid.TextMatrix(0, 15) = ”LT" FlexGrid.TextMatrix(0, 16) = "QT" FlexGrid.TextMatrix(0, 17) = "Volume" 'selection o f headings to be formatted FlexGrid.Row = 0 FlexGrid.Col = 0 FlexGrid.RowSel = 0 FlexGrid.ColSel = 17 FlexGrid.FillStyle = flexFillRepeat' fill entire selection FlexGrid.CellFontBold = True FlexGrid.CellAlignment = AexAlignCenterCenter FlexGrid.Row = 1 FlexGrid.Col = 0 End Sub Reproduced with permission of the copyright owner. Further reproduction prohibited without permission.

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Asset Metadata

Creator Al-Khaled, Ghosson Ghassan (author)

Core Title Hebel design analysis program

School School of Architecture

Degree Master of Building Science / Master in Biomedical Sciences

Degree Program Building Science

Publisher University of Southern California (original), University of Southern California. Libraries (digital)

Tag Architecture,Computer Science,engineering, civil,engineering, materials science,OAI-PMH Harvest

Language English

Contributor Digitized by ProQuest (provenance)

Advisor Schierle, G. Goetz (committee chair), Schiler, Marc E. (committee member), Vergun, Dimitry (committee member)

Permanent Link (DOI) https://doi.org/10.25549/usctheses-c16-293577

Unique identifier UC11337100

Identifier 1411774.pdf (filename),usctheses-c16-293577 (legacy record id)

Legacy Identifier 1411774.pdf

Dmrecord 293577

Document Type Thesis

Rights Al-Khaled, Ghosson Ghassan

Type texts

Source University of Southern California (contributing entity), University of Southern California Dissertations and Theses (collection)

Access Conditions The author retains rights to his/her dissertation, thesis or other graduate work according to U.S. copyright law. Electronic access is being provided by the USC Libraries in agreement with the au...

Repository Name University of Southern California Digital Library

Repository Location USC Digital Library, University of Southern California, University Park Campus, Los Angeles, California 90089, USA