Reticulated Timber Dome Structural System Using Glulam with a Low Specific Gravity and its Scalability
|
|
- Joanna King
- 6 years ago
- Views:
Transcription
1 Reticulated Timber Dome Structural System Using Glulam with a Low Specific Gravity and its Scalability YUTAKA IIMURA Director of Timber Engineering Div. Miyazaki Prefectural Wood Utilization Research Center Miyakonojyo-City, Miyazaki, , Japan SUSUMU KURITA Manger of Structural Design Division Daiken Sekkei, Inc. Hukuoka- City, Hukuoka, , Japan TETSUYA OHTSUKA Structural Design Division Daiken Sekkei, Inc. Hukuoka- City, Hukuoka, , Japan Summary A reticulated timber dome of oval shape (height: 38.0m, short diameter : 102.5m, long diameter: 122m) was constructed in Miyazaki city in March, 2004, using a new timber dome structural system developed by Miyazaki Prefectural Wood Utilization Research Center in cooperation with structural designers and fabricators. This paper describes a structural system for a timber dome built with glulam made from sugi (Cryptomeria japonica D.Don) planted and harvested in Miyazaki ; performance evaluation of the dome; and the potential for dome span in excess of 160m short diameter and 200m long diameter. 1. Introduction Miyazaki Prefectural Wood Utilization Research Center developed a new timber construction technology for a light-weight, large-scale dome to Fig 1 Location of the dome Fig 2 Konohana Dome demonstrate the effectiveness of using locally harvested fast-growing sugi timber in structural applications in large-scale buildings. Built in Miyazaki City in March 2004 using this technology, the "Konohana Dome consists of a rectangular network of sugi glulam beams (Fig 1). The dome is the world s fourth largest in a single-layer structure and the first with over 100m span built with glulam with a specific gravity below 0.40 (Fig 2). 2. Outline of the dome Table 1 Outline of the dome Client Miyazaki pref. Construction Period 14 months 2.1 Design concept of the Konohana Dome in oval shape ( Dec. 02-Jan. 04 ) Location Miyazaki city Total floor area 11, m 2 The dome is designed with focus on: Short span m 1) Architectural design matched to the surrounding environment Long span m 2) User-friendly multi-purpose facility, especially for sports Height m 3) Low life-cycle cost and environmental load Roof finish Teflon fabric 4) Easy and efficient facility management 5) Oval shape design intended to utilize the space effectively (See Table 1).
2 2.2 Structural concept The large-span Konohana Dome is structurally designed to be assembled by steel framers like steel structures. The dome structure consists only of sugi glulam members and steel connection with steel bracings. The roof is covered with Teflon fabric in order to minimize dead load applied to the dome, thus helping to reduce construction costs for the structure. A rise-span ratio of 0.3 is determined by Fig 3 Illustration of a rectangular unit taking advantage of lightweight sugi glulam and its high specific compression strength. Tensile stress caused by wind load is distributed to the glulam frame members and outer cable enclosing the fabric. Shop drawing details are prepared, taking account of the properties of locally harvested sugi timber and local fabricator s capability. 2.3 Timber dome and roof finish The dome consists of rectangles in the size of 8x8m or less due to legal limitations on tent s supporting structures. A rectangular unit consists of four frame members (Fig 3). A frame member is composed of a pair of straight glulam beams with four glulam blockings in between. The beams form 17 arches in the direction of long diameter and 15 arches in the direction of short diameter. Two steel bracings are placed across inside each rectangular unit to make the unit rigid. Slender frame members used in a single layer dome successfully create a light space. As little snowfall is expected in the construction site, the dome roof is covered with Teflon fabric for lightness and translucency. Both ends of outer cables are anchored to a concrete tension ring. The tension ring in pre-stressed concrete structure is supported by reinforced concrete columns 7 meters above the ground (Fig 4). Fig 4 Roof structure 2.4 Wood members The wood members used for the structure are straight glulam beams (150x1100mm in section) made from locally harvested sugi timber with a low specific gravity of 0.38 on average, which is generally considered unsuitable for structural applications in large-span buildings. These beams have a grade E65-F225, the lowest stress grade according to the Japan Agricultural Standard. Fig 5 shows a photo of glulam (E65-F225) made from sugi trees, which are around 45 year-old with the width of their annual ring from 4 to 14 mm and air-dry specific gravity below o.4. Fig 5 Section of sugi glulam
3 Table 2 shows strength properties of a grade E65-F225, each value of which is divided by specific gravity for easy comparison with Douglas Fir glulam. When compared to Douglas Fir glulam, sugi glulam has higher shear strength parallel to grain and lower compression strength perpendicular to grain. Strengths for compression parallel to grain, bending and tension parallel to grain are comparable to those of Douglas Fir glulam. The strength properties of sugi glulam characterized by high shear strength and low compression strength perpendicular to grain imply that it should be used for structural purposes in a different manner than Douglas Fir glulam, particularly by placing more emphasis on these properties than specific gravity in designing joint system. 2.5 Steel connection Table 2 Strength properties in comparison with Douglas Fir glulam Sugi glulam Douglas Fir glulam Strength grade/ specific strength E65-F225 Specific strength E105-F300 Specific strength Modulus of Elasticity ( kn/mm 2 ) * * Bending (N/mm 2 ) Compression parallel to grain (N/mm 2 ) Shear parallel to grain ( N/mm 2 ) Tension parallel to grain ( N/mm 2 ) Compression perpendicular to grain ( N/mm 2 ) Specific gravity in dry air 0.32 ー 0.42 ー * Specific Modulus of Elasticity Steel connectors and steel hub assemblies used in the dome frame components are a widely-available grade SS400 according to JIS G Steel connectors supplied by steel fabricators were sent to the local glulam plant to be fixed to the both ends of the glulam beams (Fig 6). At the construction site, the glulam beams with steel connectors were attached to a steel hub assembly. 2.6 A new joint method Dimensional accuracy In order to facilitate assembling work, particular focus was given to ensuring dimensional accuracy in processing glulam beams, steel connectors and hub assemblies. Likewise, precise clearance (0.5mm) was secured between drift-pin-diameter and the diameter of a steel plate hole. Leveraging the properties of soft and hard-to-split sugi allowed negative clearance between drift-pin-diameter and the diameter of a glulam member lead hole [1]. The spacing between drift-pins in a row was 5 times the drift-pin-diameter rather than standard 7 times the diameter (Fig7). For this reason, Miyazaki prefecture got special permission from the Ministry of Land, Infrastructure and Transport by conducting safety check by our research center. A new connection method to allow a 0.5mm smaller lead hole than the drift-pin-diameter contributed to reducing initial deflection and improving dimensional accuracy. Fig 6 Glulam beams Fig 7 Detail of connection
4 Glulam beams were prefabricated in the local glulam plant in the largest size permissible to transport. Fig 8 shows a shop drawing of a glulam beam. Table 3 indicates manufacturing accuracy of the beams. The dome specification was higher in terms of dimensional stability than the JAS standard. The entire frame components were inspected in each manufacturing process to ensure that they were manufactured according to the manufacturing specification Compression joint tests Compression strength tests were conducted for a new joint method to verify that the method allows more cost efficient joint design, while ensuring structural safety of the dome. Six test specimens were examined for their compression strength parallel to grain in model tests. The specimens were large-dimension structural glulam specified by the Japan Agricultural Standards and its strength grade was E65-F225. The glulam specimens had a cross section of 150 x 300mm and a total length of 852mm including joint areas. The air-dried specific gravities of the glulam members ranged from 0.32 to A steel plate was inserted into a slit in each glulam member. A slit was 13.5mm in width, 1.5mm wider than the width of the steel plate, and 50mm deeper than the depth of the steel plate. Steel plates were graded SS400 and 12mm in thickness. Steel drift-pins were SS400, 24mm in diameter and 150mm in length. For each joint area, two rows of 2 drift-pins totaling 4 drift-pins were used. For three specimens according to conventional specifications, the spacing of the drift-pins placed in line parallel to grain was 7 times the drift-pin-diameter (c-4dp, 7d type). For three specimens according to new specifications, the spacing of the drift-pins placed in line parallel to grain were 5 times the diameter (b-4dp, 5d type) (Fig 9). Test equipment was capable of causing a maximum of 2000kN compression force. A monotonic load was applied as shown in Fig 10. The deflections of the specimens were measured from both sides of the specimens, using two digital linear gauges set up on the test bench and connected to the Data Logger. For 7d type specimens, the average value of failure loads obtained by compression tests was 7.0 times the long-term allowable shear strength parallel to grain. The value was determined by the below-mentioned equation based on the Table 3 Manufacturing accuracy Fig 8 Shop drawing of a glulam beam Glulam compornent Glulam beam Steel plate Width Depth Allowance for hole Center Center Allowance for hole to hole spacing (D) to hole spacing Design size mm 450mm 1200mm 930mm JAS standard ±1.5mm ±1.5mm ±5.0mm ±1.5mm Company-standard ±5.0mm ±2.0mm ±4.0mm ±2.0mm Dome specification ±1.0mm ±2.0mm ±2.0mm ±1.0mm Inspection result ±1.0mm ±2.0mm ±2.0mm ±1.0mm Fig 9 Detail of a test specimen Fig10 Test Equipment
5 Standard for Table 4 Yield point loads derived from the test results Structural Design of Type No.1 No.2 No.3 Ave. Coefficient of variation Standard deviation Lower limit of 5% Timber Structures. b 69kN 68kN 64kN 67kN 3.95% 7.24kN 55.09kN For 5d type specimens, the c 61kN 69kN 68kN 66kN 6.60% 11.93kN 46.38kN average value was 6.7 times. Table 4 shows allowable shear strength parallel to grain derived from the test results using the following equation. For 7d type specimens, Pa = Py 1/3=46.38/3=15.46 (kn) For 5d type specimens, Pa = Py 1/3=55.09/3=18.36 (kn) Where: Pa is allowable shear strength parallel to grain Py is yield point load The load deflection curves are shown in Fig 11. Fig 12 shows the failure of the 7d type specimens. The average yield point load of the 5d type specimens was similar to that of the 7d type specimens. From these test results, it can be said that spacing drift-pins in a row at 5 times the drift-pin-diameter rather than standard 7 times may lead to a decrease in weight of steel plates and dead load on the structure. 3. Performance evaluation of the dome system 3.1 Materials and labor consumed Table 5 shows data on materials and labor consumed for the dome frame construction. The light-weight dome frame is about 20% lighter in total weight than that of a typical steel dome in a similar scale, which results in a reduction in total construction cost by saving crane and foundation costs, thus leading to cost competitiveness. 3.2 Construction period The timber dome frame was assembled in the construction site by skilled steel framers with experience in high-rise construction. They started working from the tension ring side to the dome apex using bent supports while adjusting the three-dimensional coordinates of a node to the design values. Dimensional accuracy was maintained of glulam beams, steel connectors and hub assemblies as well as lead holes for drift-pins, which prevented deviations from the design coordinates of the nodes, thus expediting construction work (Fig 13). Because of relatively lower thermal influence on a timber dome compared with a steel dome, assembling the frame members was completed on schedule and actual coordinate values agreed with the design values. Load (kn) b-4dp,5d c-4dp,7d ---The long-term allowable shear stregth Displacement (mm) Fig 11 Relationship between tensile force and displacement Fig 12 Failure of the 7d type specimens Table 5 Materials and labor consumed Floor area 10,966 m 2 Glulam section 2-150x1,200 mm Total number of glulam beams 2,676 pieces Total weight of glulam beams 5,414 kn Total weight of steel connecters 4,077 kn Unit weight per floor area 866 kn/m 2 Total number of skilled workers 1,000 workers Fig 13 No deviations from the design coordinates of the nodes
6 3.3 Structural quality: Measurements of dome apex displacement Structural quality of the first dome built with glulam with a specific gravity below 0.40 was confirmed by measuring dome apex displacement using an electronic distance meter (Total Station: Sokkia SET4II). The apex is the key position in observing displacements of the dome. Apex displacement was measured at X, Y, and Z coordinates on the reflection target of mm installed in the joint hardware at the intersection of glulam beams. Fig 14 shows apex displacements due to dead load. The displacement measured at the apex was 56mm compared to the expected value of 66mm at the installation of the fabric roof. Fig 15 shows dome apex displacement due to dead load assumed at design stage. Displacement quantities after the application of an initial tension under the influence of changes in temperature narrowly ranged from 64mm to 69mm, which was measured 529 days after the jack down. Table 6 summaries displacement factors and design values of the dome apex displacements. In calculating design values of the dome apex displacement after 50 years of its service, long-term displacement was determined by values for three factors of dead load, initial tension caused by the outer cable enclosing the Teflon fabric and slip of drift-pinned joints. Initial displacement was determined by adding values for the three factors and initial clearance. Displacement after 50 years of its service (109mm) was derived by adding long-term displacement (43mm) to initial displacement (66mm). The apex displacement measured 529 days after the jack down is 63% of the expected long-term displacement (109mm). As a result of the above, re-tension will not be required to make up for shrinkage of glulam arches, because axial compression is the dominant stress induced in the glulam arch in short-span direction (bending stress is not significant) and minor effects of the loosening of the outer cable enclosing the Teflon fabric on the tension in the fabric. 3.4 Influence of Typhoon No.16 Displacement ( mm ) Large-scale, strong Typhoon No.16 ran through the central part of the Kyushu area in June 2005, 6 months after the completion of the dome. Miyazaki Prefecture located on the east side of the course was heavily damaged by the typhoon. Miyazaki Local Meteorological Observatory reported the maximum wind speed of 21.4 m/sec in the direction of ESE at 8:30 on June 30. Maximum momentary wind speed was 44.3 m/sec in the direction of SE at 8:55. The dome is located at the point 13.5km from the Observatory Jack down Installation of fabric roofing Expected long-term displacement Typhoon No Number of days after jack down Fig 14 Dome apex displacements -2mm -5mm -32mm Long span direction +2mm +5mm Short span direction Fig 15 Deformation of the Dome due to dead load Table 6 Displacement after 50 years Factor Displacement (mm) Dead load -32 Initial tension -7 Slip of drift-pinned joints -4 Initial clearance between pinhole and pin -23 (Initial displacement ) (-66) Long-term displacement -43 Displacement after 50 years -109
7 The remaining displacement of the apex measured two weeks after the Typhoon was 4mm vertically and 3mm horizontally. The maximum wind speed of 21.4m/s in the Typhoon is 60% of the speed assumed at design stage (Table 7). Wind direction of ESE was almost long span direction. The design displacement of X direction is -13mm at the -3mm -4mm maximum wind speed of 21.4m/s Fig 16 Deformation of X direction (Fig 16). Table 7 Wind speed of Typhoon No.16 Maximum wind speed Maximum momentary wind speed The spot Wind speed Wind direction Time recorded Wind speed Wind direction Time recorded (m/s) (m/s) Miyazaki 21.4 ESE 8: SE 8: Natural frequency Design value For dynamic performance, expected first bending natural frequency is 1.27Hz [2] Measured value Using an accelerometer, the first bending natural frequency of the dome was measured immediately after the jack down by applying forced oscillation to the rope hanging from the dome frame. Forced oscillation is equivalent to the load of three adult people (about 200kg). Power spectrum was derived from the acceleration waves, which were analyzed using FFT (Fast Fourier Transform). From the spectrum, the first bending natural frequency of 1.56Hz was obtained. 4. An attempt to verify the scalability of the dome system 4.1 Modeling of the dome system Modeling of the Konohana Dome structural system was performed to verify the scalability of the dome system. Load conditions were simplified for computational purposes. Assuming that the overall weight of glulam members was equal to that of steel connection per dome area, dead load (DL) was derived in terms of specific gravity from the following equation: 4.0 (glulam members) (steel connection)=8.0(kn/m3). Steel supports for the Teflon fabric, top ventilators and cat walks were assumed to have the overall weight of 0.27(kN/m2) respectively. The weight of the fabric and the initial tension load (FL) in perpendicular to the roof were assumed to be 0.18(kN/m2) respectively. From structural calculation, it was apparent that seismic load (KL) rather than wind load was critical. Coefficient of the design seismic shear force caused by roof load was assumed at 0.5. From the results of calculation based on these load conditions, it was found that the stress acting on the glulam members of the dome coincided with the calculated results.
8 4.2 Scalability of the dome In an attempt to scale-up the dome to the world s largest size (160x200m), glulam member section sizes were calculated based on the following assumptions: Each of the four frame components forming a rectangular unit including two hub assemblies is about 8 m center-to-center like the Konohana Dome and a rise-span ratio is 0.3, the same as that of the dome, making its rise 47 m. Fig 17 shows a plan and elevation of the dome frame. Cross section of a pair of glulam members with E65-F225 stress grade was assumed at 2 x 200mm x 1,800 mm considering structural rigidity. Table 8 shows computational results of the stress acting on the glulam members under given load conditions. Table 9 shows the calculated results of cross-section check. These results indicate that structural safety is ensured of the glulam section. Apex displacement due to DL and FL was 81.0 mm and horizontal displacement due to DL, FL and KLY (seismic load in Y direction) was 235.6mm (1/200rad). These displacement values satisfy the Japan 1103 Building Code Given that manufacturing and erection Center of components in an extended dome will be performed just like Center the Konohana Dome, it is concluded that there is the scalability of the 1408 light-weight dome system using sugi glume with a low specific gravity. Reference Fig 17 Plan and elevation of the 160x200m dome frames Table 8 Computational results of the stress Load case Memberr Point Reaction(Unit) DL+FL DL+FL+KLY DL+FL-KLY N(kN) ー M(kN m) ー Q(kN) ー N(kN) ー M(kN m) ー N(kN) ー M(kN m) 39.8 ー N(kN) ー M(kN m) 22.6 ー Q(kN) ー -4.3 Table 9 Calculated results of cross-section check DL+FL DL+FL±KLY Combined bending Combined bending Combined bending Combined Member Point Shear Shear and axial and axial tension and axial bending and axial Center Center [1] Yutaka Iimura. 2003, Development of Large-scale Glued Laminated Dome Using Low Density Timber Grown in Miyazaki, International Conference on Forest Products (Korea), pp [2] Yutaka Iimura. 2005, Performance Evaluation of the Konohana Dome Built with Fast-Growing Sugi,International Symposium on Wood Science and technologies (Japan), pp
THE DESIGN AND INSTALLATION OF A FIVE-STORY NEW TIMBER BUILDING IN JAPAN
THE DESIGN AND INSTALLATION OF A FIVE-STORY NEW TIMBER BUILDING IN JAPAN KOSHIHARA Mikio, Assoc. Prof., Dr.Eng. Institute of Industrial Science, University of Tokyo, Japan, kos@iis.u-tokyo.ac.jp ISODA
More informationAITC TECHNICAL NOTE 26 DESIGN VALUES FOR STRUCTURAL GLUED LAMINATED TIMBER IN EXISTING STRUCTURES December 2007
AITC TECHNICAL NOTE 26 DESIGN VALUES FOR STRUCTURAL GLUED LAMINATED TIMBER IN EXISTING STRUCTURES December 2007 AMERICAN INSTITUTE OF TIMBER CONSTRUCTION 7012 S. Revere Parkway Suite 140 Centennial, CO
More informationField Load Testing of the First Vehicular Timber Bridge in Korea
Field Load Testing of the First Vehicular Timber Bridge in Korea Ji-Woon Yi Ph.D. Student Department of Civil & Environmental Engineering Seoul National University Seoul, Korea jwyi@sel.snu.ac.kr Wonsuk
More informationExample of a modelling review Roof truss
Example of a modelling review Roof truss Iain A MacLeod The Structure Figure gives an elevation and connection details for a roof truss. It is supported at each end on masonry walls. The trusses are at
More informationLevel 6 Graduate Diploma in Engineering Structural analysis
9210-111 Level 6 Graduate Diploma in Engineering Structural analysis Sample Paper You should have the following for this examination one answer book non-programmable calculator pen, pencil, ruler, drawing
More informationthirteen wood construction: materials & beams ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2016 lecture
ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2016 lecture thirteen wood construction: materials & beams Wood Beams 1 Wood Beam Design National Design Specification
More informationLintels and Beams Engineering basis
Lintels and Beams Engineering basis The calculator is intended for the design of lintels and beams in timber framed buildings generally within the scope of NZS 3604: 2011 Timber- framed buildings. However
More informationtwelve wood construction: materials & beams ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2014 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2014 lecture twelve wood construction: materials & beams Wood Beams 1 Wood Beam Design National Design Specification National
More informationthirteen wood construction: materials & beams Timber Wood Beam Design Wood Properties
ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2018 lecture thirteen wood construction: materials & beams Wood Beams 1 Wood National Design Specification f Wood
More informationST7008 PRESTRESSED CONCRETE
ST7008 PRESTRESSED CONCRETE QUESTION BANK UNIT-I PRINCIPLES OF PRESTRESSING PART-A 1. Define modular ratio. 2. What is meant by creep coefficient? 3. Is the deflection control essential? Discuss. 4. Give
More informationScientific Seminar Design of Steel and Timber Structures SPbU, May 21, 2015
Riga Technical University Institute of Structural Engineering and Reconstruction Scientific Seminar The research leading to these results has received the funding from Latvia state research programme under
More informationLintels and Beams: Engineering Basis
Lintels and Beams: Engineering Basis The calculator is intended for the design of lintels and beams in timber- framed buildings generally within the scope of NZS 3604. However, the range of applications,
More informationDevelopment of Cylindrical Passive Damper using High Damping Rubber
Development of Cylindrical Passive Damper using High Damping Rubber Nobuyoshi YAMAGUCHI Building Research Institute Japan Masato NAKAO Tomoki FURUTA National University of Yokohama, Daiichi Institute of
More informationtwelve wood construction: materials & beams Wood Beam Design Wood Properties Timber National Design Specification
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2017 lecture twelve wood construction: materials & beams Wood Beams 1 Lecture 12 Architectural Structures F2009abn Wood Beam
More informationtwelve wood construction: materials & beams Wood Beam Design Wood Properties Timber National Design Specification
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2016 lecture twelve wood construction: materials & beams Wood Beams 1 Lecture 12 Architectural Structures F2009abn Wood Beam
More informationtwelve wood construction: materials & beams Wood Beam Design Timber Wood Properties National Design Specification
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 20178 lecture twelve wood construction: materials & beams Wood Beams 1 Lecture 12 Architectural Structures F2009abn Wood National
More informationtwelve wood construction: materials & beams Wood Beam Design Wood Properties Timber National Design Specification
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2014 lecture twelve wood construction: materials & beams Wood Beams 1 Lecture 12 Architectural Structures F2009abn Wood Beam
More informationIntroduction to Structural Analysis TYPES OF STRUCTURES LOADS AND
AND Introduction to Structural Analysis TYPES OF STRUCTURES LOADS INTRODUCTION What is the role of structural analysis in structural engineering projects? Structural engineering is the science and art
More informationFlexure and Serviceability Limit State
UNIT 3 Flexure and Serviceability Limit State Beam A structural member that support transverse (Perpendicular to the axis of the member) load is called a beam. Beams are subjected to bending moment and
More informationASSIGNMENT 1 ANALYSIS OF PRESTRESS AND BENDING STRESS BFS 40303
Instruction : Answer all question ASSIGNMENT 1 ANALYSIS OF PRESTRESS AND BENDING STRESS BFS 40303 1. A rectangular concrete beam, 100 mm wide by 250 mm deep, spanning over 8 m is prestressed by a straight
More informationGATE SOLVED PAPER - CE
YEAR 2013 Q. 1 Maximum possible value of compaction factor for fresh (green) concrete is (A) 0.5 (B) 1.0 (C) 1.5 (D) 2.0 Q. 2 As per IS 456 : 2000, bond strength of concrete t bd = 12. for M20. It is increased
More informationVOLUNTARY - EARTHQUAKE HAZARD REDUCTION IN EXISTING HILLSIDE BUILDINGS (Division 94 Added by Ord. No. 171,258, Eff. 8/30/96.)
DIVISION 94 VOLUNTARY - EARTHQUAKE HAZARD REDUCTION IN EXISTING HILLSIDE BUILDINGS (Division 94 Added by Ord. No. 171,258, Eff. 8/30/96.) SEC. 91.9401. PURPOSE. (Amended by Ord. No. 172,592, Eff. 6/28/99,
More informationCH. 9 WOOD CONSTRUCTION
CH. 9 WOOD CONSTRUCTION PROPERTIES OF STRUCTURAL LUMBER Grading Load carrying capacity effected by: - Size and number of knots, splits & other defects - Direction of grain - Specific gravity of wood Grading
More informationone structural behavior, systems, and design ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2015 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2015 lecture one structural behavior, systems, and design Introduction 1 www.greatbuildings.com Syllabus & Student Understandings
More informationone structural behavior, systems and design Course Description Course Description Syllabus & Student Understandings statics mechanics of materials
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2014 lecture one Syllabus & Student Understandings structural behavior, systems and design Introduction 1 Architectural Structures
More informationOffice Building-G. Thesis Proposal. Carl Hubben. Structural Option. Advisor: Dr. Ali Memari
Office Building-G Thesis Proposal Structural Option December 10, 2010 Table of Contents Executive Summary... 3 Introduction... 4 Gravity System...4 Lateral System:...6 Foundation System:...6 Problem Statement...
More informationDuctile moment-resisting connections in glulam beams
Ductile moment-resisting connections in glulam beams Andy Buchanan, Peter Moss and Niles Wong Wood Technology Research Centre, and Department of Civil Engineering University of Canterbury, Christchurch
More informationLPI 56 Technical Guide
LPI 56 Technical Guide Floor & Roof Applications Product Specifications & Design Values 2 Floor Tables 3 Uniform Floor Load (PLF) Tables: Simple s 4 Uniform Floor Load (PLF) Tables: Continuous s 5 Uniform
More informationUNIT IVCOMPOSITE CONSTRUCTION PART A
UNIT IVCOMPOSITE CONSTRUCTION PART A 1. What is composite section of pestressed concrete? [A/M 16] A composite section in context of prestressed concrete members refers to a section with a precast member
More informationMetal-plate connections loaded in combined bending and tension
Metal-plate connections loaded in combined bending and tension Ronald W. Wolfe Abstract This study evaluates the load capacity of metal-plate connections under combined bending and axial loads and shows
More informationStructural Engineering, Mechanics, and Materials. Preliminary Exam - Structural Design
Fall Semester 2018 Preliminary Exam - Structural Design A small building is located in downtown Berkeley. The structural system, either structural steel or reinforced concrete, comprises gravity framing
More information2005 ERRATA to the Edition of. the Allowable Stress Design (ASD) Manual for Engineered Wood Construction (printed version dated M)
AMERICAN FOREST & PAPER ASSOCIATION American Wood Council Engineered and Traditional Wood Products June 2005 2005 ERRATA the Allowable Stress Design (ASD) Manual for Engineered Wood Construction 93 In
More informationCADS A3D MAX. How to model shear walls
CADS A3D MAX How to model shear walls Modelling shear walls in A3D MAX Introduction and synopsis This paper explains how to model shear walls in A3D MAX using the `wide column rigid arm sub-frame described
More informationCVEN 483. Structural System Overview
CVEN 483 Structural System Overview Dr. J. Bracci Fall 2001 Semester Presentation Overview 1. Building system primary function 2. Types of load 3. Building materials 4. Structural members 5. Structural
More informationSEISMIC DESIGN OF STRUCTURE
SEISMIC DESIGN OF STRUCTURE PART I TERMINOLOGY EXPLANATION Chapter 1 Earthquake Faults Epicenter Focal Depth Focus Focal Distance Epicenter Distance Tectonic Earthquake Volcanic Earthquake Collapse Earthquake
More informationQuestion Paper Code : 11410
Reg. No. : Question Paper Code : 11410 B.E./B.Tech. DEGREE EXAMINATION, APRIL/MAY 2011 Fourth Semester Mechanical Engineering ME 2254 STRENGTH OF MATERIALS (Common to Automobile Engineering and Production
More informationDynamic excitation and static loading tests of glulam lattice floor
J Wood Sci (2004) 50:450 454 The Japan Wood Research Society 2004 DOI 10.1007/s10086-003-0573-3 NOTE Masaki Harada Kohei Komatsu Tomoyuki Hayashi Masahiko Karube Dynamic excitation and static loading tests
More informationAmerican Institute of Timber Construction 7012 South Revere Parkway Suite 140 Centennial, CO Phone: 303/ Fax: 303/
7012 South Revere Parkway Suite 140 Centennial, CO 80112 form per section/change. All information is mandatory, failure to include all information may result in your ballot being excluded from consideration
More informationA Study on Structural Timber Bearing Wall with Additional Performances
A Study on Structural Timber Bearing Wall with Additional Performances ABSTRACT : Katsuhiko Kohara 1, Asuka Takahashi 2 and Mitsuo Fukumoto 2 1 Lecturer, Studio of Wooden Structure, Gifu Academy of Forest
More information(a) Pin-Pin P cr = (b) Fixed-Fixed P cr = (d) Fixed-Pin P cr =
1. The most critical consideration in the design of rolled steel columns carrying axial loads is the (a) Percent elongation at yield and the net cross-sectional area (b) Critical bending strength and axial
More informationChecker Building Structural Analysis and Design
Checker Building Structural Analysis and Design Zhiyong Chen 1, Minghao Li 2, Ying H. Chui 1, Marjan Popovski 3, Eric Karsh 4, and Mahmoud Rezai 4 1 Univ. of New Brunswick, 2 Univ. Canterbury, 3 FPInnovations,
More informationMOUNTAIN STATE BLUE CROSS BLUE SHIELD HEADQUARTERS
MOUNTAIN STATE BLUE CROSS BLUE SHIELD HEADQUARTERS PARKERSBURG, WEST VIRGINIA DOMINIC MANNO STRUCTURAL OPTION FACULTY CONSULTANT: DR. ANDRES LEPAGE Technical Report 3 11-21-08 TABLE OF CONTENTS TABLE OF
More informationUNIVERSITY OF BOLTON WESTERN INTERNATIONAL CENTRE FZE. BEng (HONS) CIVIL ENGINEERING SEMESTER ONE EXAMINATION 2015/2016
OCD59 UNIVERSITY OF BOLTON WESTERN INTERNATIONAL CENTRE FZE BEng (HONS) CIVIL ENGINEERING SEMESTER ONE EXAMINATION 2015/2016 ADVANCED STRUCTURAL ANALYSIS AND DESIGN MODULE NO: CIE6001 Date: Tuesday 12
More informationChecker Building Structural Analysis and Design
Checker Building Structural Analysis and Design Zhiyong Chen 1, Minghao Li 2, Ying H. Chui 1, Marjan Popovski 3, Eric Karsh 4, and Mahmoud Rezai 4 1 Univ. of New Brunswick, 2 Univ. Canterbury, 3 FPInnovations,
More informationSECTION PLATE CONNECTED WOOD TRUSSES
SECTION 06173 PLATE CONNECTED WOOD TRUSSES PART 1 GENERAL 1.01 SUMMARY A. Section Includes: 1. Shop fabricated wood trusses for roof and floor framing. 2. Bridging, bracing, and anchorage. B. Related Sections:
More informationCHAPTER FIVE 5.1 MODELING OF A TEN-STOREY BUILDING
CHAPTER FIVE 5.1 MODELING OF A TEN-STOREY BUILDING Three simple multi-storey buildings for a typical office complex of structural beam floors were analyzed using PROKON finite element model package to
More informationCouncil on Tall Buildings
Structure Design of Sino Steel (Tianjin) International Plaza Xueyi Fu, Group Chief Engineer, China Construction Design International 1 1 Brief of Project 2 Location: Tianjin Xiangluowan Business District
More informationVARIOUS TYPES OF SLABS
VARIOUS TYPES OF SLABS 1 CHOICE OF TYPE OF SLAB FLOOR The choice of type of slab for a particular floor depends on many factors. Economy of construction is obviously an important consideration, but this
More informationCyclic Loading Tests Of Steel Dampers Utilizing Flexure-Analogy of Deformation
Cyclic Loading Tests Of Steel Dampers Utilizing Flexure-Analogy of Deformation J.-H. Park & K.-H. Lee University of Incheon, Korea SUMMARY Steel dampers utilizing flexure analogy of deformation are proposed
More informationPrinciples of STRUCTURAL DESIGN. Wood, Steel, and Concrete SECOND EDITION RAM S. GUPTA. CRC Press. Taylor& Francis Group
SECOND EDITION Principles of STRUCTURAL DESIGN Wood, Steel, and Concrete RAM S. GUPTA CRC Press Taylor& Francis Group Boca Raton London New York CRC Press is an imprint of the Taylor & Francis Croup, an
More informationComparative Study of R.C.C and Steel Concrete Composite Structures
RESEARCH ARTICLE OPEN ACCESS Comparative Study of R.C.C and Steel Concrete Composite Structures Shweta A. Wagh*, Dr. U. P. Waghe** *(Post Graduate Student in Structural Engineering, Y.C.C.E, Nagpur 441
More informationUNIVERSITY OF BOLTON WESTERN INTERNATIONAL COLLEGE FZE. BEng (HONS) CIVIL ENGINEERING SEMESTER ONE EXAMINATION 2018/2019
OCD030 UNIVERSITY OF BOLTON WESTERN INTERNATIONAL COLLEGE FZE BEng (HONS) CIVIL ENGINEERING SEMESTER ONE EXAMINATION 2018/2019 ADVANCED STRUCTURAL ANALYSIS AND DESIGN MODULE NO: CIE6001 Date: Tuesday 8
More informationSpecial Inspections for Wood Construction BCD710 Michelle Kam-Biron, PE, SE, SECB Senior Director, Education American Wood Council
Special Inspections for Wood Construction BCD710 Michelle Kam-Biron, PE, SE, SECB Senior Director, Education American Wood Council Copyright Materials This presentation is protected by US and International
More informationAnalytical Study on Seismic Performance of Hybrid (DUAL) Structural System Subjected To Earthquake
Vol.2, Issue.4, July-Aug. 2012 pp-2358-2363 ISSN: 2249-6645 Analytical Study on Seismic Performance of Hybrid (DUAL) Structural System Subjected To Earthquake Nabin Raj.C 1, S.Elavenil 2 Department of
More informationOUR COMPANY OUR WARRANTY OUR GUARANTEE
DESIGN MANUAL-USA FRAMED BY QUALITY BUILT WITH SUCCESS OUR COMPANY At International Beams Inc. we take pride in providing our customers with premium quality products and services. Our full range of engineered
More informationone structural behavior and design ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS FALL 2016 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS FALL 2016 lecture one structural behavior and design Introduction 1 www.greatbuildings.com Syllabus & Student Understandings Introduction
More informationmortarless masonry Design Manual Part 1 (IS 456:2000) Section 1 Page 1 IS 456:2000 PLAIN AND REINFORCED CONCRETE - CODE OF PRACTICE
SECTION 1. mortarless masonry Design Manual Part 1 (IS 456:2000) Section 1 Page 1 1.1 Overview of IS 456:2000 IS 456:2000 PLAIN AND REINFORCED CONCRETE - CODE OF PRACTICE IS 456:2000 is the current Indian
More informationModeling of Reinforced Concrete Folded Plate Structures for Seismic Evaluation Swatilekha Guha Bodh
Modeling of Reinforced Concrete Folded Plate Structures for Seismic Evaluation Swatilekha Guha Bodh Abstract Folded Plates and spatial structures are adopted for construction of large span structures in
More informationBrent Ellmann Structural Option 200 Minuteman Park, Andover, MA Structural Consultant: Dr. Hanagan
Structural Design: Goals: The original design of 200 Minuteman Drive was dictated largely by Brickstone Properties, the building s owner. The new design of 200 Minuteman Drive, with additional floors,
More informationStructural Design of Pergola with Airfoil Louvers
International Journal of Advanced Structures and Geotechnical Engineering ISSN 2319-5347, Vol. 04, No. 03, July 2015 Structural Design of Pergola with Airfoil Louvers MUHAMMAD TAYYAB NAQASH Aluminium TechnologyAauxiliary
More informationWOOD I-JOIST AWARENESS GUIDE
WOOD I-JOIST AWARENESS GUIDE American Wood Council Flange Web Flange American Forest & Paper Association WOOD I-JOIST AWARENESS GUIDE The American Wood Council is part of the wood products group of the
More informationPage 1 of 46 Exam 1. Exam 1 Past Exam Problems without Solutions NAME: Given Formulae: Law of Cosines: C. Law of Sines:
NAME: EXAM 1 PAST PROBLEMS WITHOUT SOLUTIONS 100 points Tuesday, September 26, 2017, 7pm to 9:30 You are allowed to use a calculator and drawing equipment, only. Formulae provided 2.5 hour time limit This
More informationThe Design and Engineering of Fabric Membrane Clad Buildings
The Design and Engineering of Fabric Membrane Clad Buildings Wayne Rendely PE 132 Columbia Street, Huntington Station, New York, 11746-1220 TEL (631) 351-1843 WayneRendelyPE.com ABSTRACT This paper reviews
More informationFinite element simulation of railway through concrete-filled steel tube tied arch bridge based on static analysis
207 th International Civil Engineering, Architecture and Machinery Conference(ICEAMC 207) Finite element simulation of railway through concrete-filled steel tube tied arch bridge based on static analysis
More informationLoad Bearing and Deformation Capacity of Fire Resistance Steel Tubular Columns at Elevated Temperature
Load Bearing and Deformation Capacity of Fire Resistance Steel Tubular Columns at Elevated Temperature H. UESUGI, T. SOMEYA and H. SAITOH Department of Architectural Engineering Faculty of Engineering.
More informationIn-plane testing of precast concrete wall panels with grouted sleeve
In-plane testing of precast concrete wall panels with grouted sleeve P. Seifi, R.S. Henry & J.M. Ingham Department of Civil Engineering, University of Auckland, Auckland. 2017 NZSEE Conference ABSTRACT:
More informationCode No: R Set No. 1
Code No: R059210303 Set No. 1 II B.Tech I Semester Regular Examinations, November 2006 MECHANICS OF SOLIDS ( Common to Mechanical Engineering, Mechatronics, Metallurgy & Material Technology, Production
More information2016 DESIGN AND DRAWING OF REINFORCED CONCRETE STRUCTURES
R13 SET - 1 DESIGN AND DRAWING OF REINFCED CONCRETE STRUCTURES 1 Design a simply supported rectangular beam to carry 30kN/m superimposed load over a span of 6m on 460mm wide supports. Use M20 grade concrete
More informationSeismic Collapsing Analysis of Two-Story Wooden House, Kyo-machiya, against Strong Earthquake Ground Motion
Seismic Collapsing Analysis of Two-Story Wooden House, Kyo-machiya, against Strong Earthquake Ground Motion Tomiya Takatani 1 1. Dept. of Civil Engrg. & Architecture, Nat l Institute of Tech., Maizuru
More informationSTRESS-RIBBON BRIDGES STIFFENED BY ARCHES OR CABLES
2nd Int. PhD Symposium in Civil Engineering 1998 Budapest STRESS-RIBBON BRIDGES STIFFENED BY ARCHES OR CABLES Tomas Kulhavy Technical University of Brno, Department of Concrete and Masonry Structures Udolni
More information1 Prepared By:Mr.A.Sathiyamoorthy, M.E., AP/Civil
UNIVERSITY QUESTIONS PART A UNIT 1: INTRODUCTION THEORY AND BEHAVIOUR 1. List the loss of prestress. 2. Define axial prestressing. 3. What is the need for the use of high strength concrete and tensile
More informationStrength properties of glued laminated timber made from edge-glued laminae II: bending, tensile, and compressive strength of glued laminated timber
J Wood Sci (2011) 57:66 70 The Japan Wood Research Society 2010 DOI 10.1007/s10086-010-1127-0 NOTE Yasushi Hiramatsu Kiyohiko Fujimoto Atsushi Miyatake Kenta Shindo Hirofumi Nagao Hideo Kato Hirofumi Ido
More informationTHE APPLICATION OF RESPONSE CONTROL DESIGN USING MIDDLE-STORY ISOLATION SYSTEM TO HIGH-RISE BUILDING
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3457 THE APPLICATION OF RESPONSE CONTROL DESIGN USING MIDDLE-STORY ISOLATION SYSTEM TO HIGH-RISE BUILDING
More informationCouncil on Tall Buildings. and Urban Habitat BACKGROUND SECTION STEEL REINFORCED CONCRETE SHEAR WALL STEEL PLATE COMPOSITE SHEAR WALL
BACKGROUND CATALOG SECTION STEEL REINFORCED CONCRETE SHEAR WALL STEEL PLATE COMPOSITE SHEAR WALL STEEL PLATE SHEAR WALL CONCLUSION BACKGROUND With the rapid development of our economy and advancement of
More informationBy: DX Arquitectos + DEL SANTE Arquitectos
HONEY EXPORTER By: DX Arquitectos + DEL SANTE Arquitectos Case Analysis by: Mitra Azimi Zachary Ryan Dunn Parisa Sadeghi William Sheffield Supervised by: Prof. Nichols Spring 2017 - ARCH 631 ? Content
More informationRenovation of Buildings using Steel Technologies (ROBUST)
Renovation of Buildings using Steel Technologies (ROBUST) RFCS Project RFSR-CT-2007-0043 WP 4.2 Renovation of roofs using open trusses in light steel C sections Date: 2009 Author: Mark Lawson SCI, Silwood
More informationCase Study: Challenges of a Single-layer Reticulated Dome
Case Study: Challenges of a Single-layer Reticulated Dome Naveed Anwar, Pramin Norachan, Thaung Htut Aung AIT Consulting, Asian Institute of Technology, Bangkok, Thailand Contact: nanwar@ait.asia Abstract
More informationStress-Laminated / Steel T-Beam Bridge System
Stress-Laminated / Steel T-Beam Bridge System David A. Apple and Clinton Woodward, New Mexico State University Abstract The stress-laminated timber bridge deck has been successfully used for short span
More informationPRESTRESSED CONCRETE STRUCTURES. Amlan K. Sengupta, PhD PE Department of Civil Engineering Indian Institute of Technology Madras
PRESTRESSED CONCRETE STRUCTURES Amlan K. Sengupta, PhD PE Department of Civil Engineering Indian Institute of Technology Madras Module - 4: Design of Members Lecture - 17: Design of Members for Axial Tension
More informationFire Resistance of Composite Beams Composed of Rolled Steel Profile Concreted Between Flanges
Fire Science and Technorogy Vol.23 No.3(2004) 192-208 192 Fire Resistance of Composite Beams Composed of Rolled Steel Profile Concreted Between Flanges Akio Kodaira 1, Hideo Fujinaka 2, Hirokazu Ohashi
More informationContents. 1.1 Introduction 1
Contents PREFACE 1 ANCIENT MASONRY 1 1.1 Introduction 1 1.2 History of Masonry Materials 1 1.2.1 Stone 2 1.2.2 Clay Units 2 1.2.3 Calcium Silicate Units 4 1.2.4 Concrete Masonry Units 4 1.2.5 Mortars 5
More informationMurphy LVL Limit States Design Guide 2.0 E-LVL 2.2 E-LVL
Murphy LVL Limit States Design Guide 2.0 E-LVL 2.2 E-LVL Our Company At Murphy Company we take pride in providing our customers with premium quality products and services. Our LVL is manufactured to provide
More informationSHOT FIRED DOWEL FLITCH BEAMS
SHOT FIRED DOWEL FLITCH BEAMS Robert Hairstans 1, Abdy Kermani 2 and Rod Lawson 3 1&2 School of the Built Environment, Napier University, Edinburgh 3 Oregon Timber Frame, Jedburgh E-mail: r.hairstans@napier.ac.uk
More informationTECHNICAL REPORT 1. Structural Concepts / Structural Existing Conditions. Penn State Hershey Medical Center Children s Hospital. Hershey, Pennsylvania
TECHNICAL REPORT 1 Structural Concepts / Structural Existing Conditions Penn State Hershey Medical Center Children s Hospital Matthew V Vandersall The Pennsylvania State University Architectural Engineering
More informationA PRODUCT FROM KANTAFLEX (INDIA) PVT LIMITED
ELASTOMERIC BRIDGE BEARING TO LATEST IRC: 83-015 (PART - II) Kanta System of Elastomeric bridge bearing is made out of Poly chloroprene rubber having low crystallization rates and adequate shelf life,
More informationChapter 7. Finite Elements Model and Results
Chapter 7 Finite Elements Model and Results 7.1 Introduction In this chapter, a three dimensional model was presented. The analytical model was developed by using the finite elements method to simulate
More informationNote. Floor beams can also be made from wooden beams put through the holes in the longitudinal beam and boards nailed to it.
Assembly instructions for HAKI IV These assembly instructions are designed for the construction of sectional HAKI IV scaffolding approved in accordance with the technical standards TP 73-05-60/020/83.
More informationMarina Bay Sands Hotel Arch 631 Kayla Brittany Maria Michelle
Marina Bay Sands Hotel Arch 631 Kayla Brittany Maria Michelle Overall Information Location: Singapore Date of Completion: 2010 Cost: $5.7 billion Architect: Moshe Safdie Executive Architect: Aedas, Pte
More informationSEISMIC ANALYSIS OF SIX STOREYED RC FRAMED BUILDING WITH BRACING SYSTEMS
SEISMIC ANALYSIS OF SIX STOREYED RC FRAMED BUILDING WITH BRACING SYSTEMS ABSTRACT Megha Kalra Assistant Professor, The North Cap University, Gurgaon(India) Multistoreyed buildings are most affected by
More informationSEISMIC ANALYSIS OF SIX STOREYED RC FRAMED BUILDING WITH BRACING SYSTEMS
SEISMIC ANALYSIS OF SIX STOREYED RC FRAMED BUILDING WITH BRACING SYSTEMS ABSTRACT Megha Kalra Assistant Professor, The North Cap University, Gurgaon(India) Multistoreyed buildings are most affected by
More informationLessons learned: 3.2.Stability concepts
The contractor did not follow the contract requirement to limit the advancement of the uppermost lifted slabs to not more than three levels above the level of completed shear walls. Also, he did not provide
More information3.4.2 DESIGN CONSIDERATIONS
3.4.2 DESIGN CONSIDERATIONS Formwork Where Flatdeck sheet is used as formwork, the profile provides resistance to wet concrete (G) and construction loads (Q). Maximum formwork spans given in Section 3.4.4.1
More informationPUSHOVER ANALYSIS (NON-LINEAR STATIC ANALYSIS) OF RC BUILDINGS USING SAP SOFTWARE
PUSHOVER ANALYSIS (NON-LINEAR STATIC ANALYSIS) OF RC BUILDINGS USING SAP SOFTWARE PROJECT REFERENCE NO. : 37S0221 COLLEGE : DAYANANDA SAGAR COLLEGE OF ENGINEERING, BANGALORE BRANCH : CIVIL ENGINEERING
More informationSET PROJECT STRUCTURAL ANALYSIS OF A TROUGH MODULE STRUCTURE, IN OPERATION AND EMERGENCY Luca Massidda
SET PROJECT STRUCTURAL ANALYSIS OF A TROUGH MODULE STRUCTURE, IN OPERATION AND EMERGENCY Luca Massidda Table of Contents Introduction... 2 Finite element analysis... 3 Model description... 3 Mirrors...
More informationAnalysis of a Multi-Tower Frame Structure connected at different levels using ETABS
Analysis of a Multi-Tower Frame Structure connected at different levels using ETABS RISHABH SISODIA 1, N. Tej Kiran 2, K. Sai Sekhar Reddy 3 1Student, Dept. of Structural and Geotechnical Engineering,
More informationDanielle Shetler - Structural option Courtyard by Marriott Lancaster, PA
Structural Analysis Overview: During the structural analysis of the in Lancaster, Pa, a redesign of the lateral and gravity system from masonry bearing and shear walls to a staggered truss system was performed.
More informationCIVIL ENGINEERING YEAR QUESTION BANK
CE 6505-DESIGN OF RC ELEMENTS CIVIL ENGINEERING SEM- V YEAR 2015-16 STAFF NAME: THIVAKAR.S A/P QUESTION BANK Subject Name: DESIGN OF RC ELEMENTS Subject Code: CE6505 PART-A UNIT I 1. What are the advantages
More information6-Story Wood Frame Committee
6-Story Wood Frame Committee Fourth (A) Draft Report March 14 th 2009 1. INTRODUCTION 1.1 PURPOSE This technical bulletin provides basic guidance on structural, fire protection and building envelope engineering
More informationDesign guide and span tables of POLKKYgiant glulam
Impregnated for weather exposed using Celcure C4 (Brown) Design guide and span tables of POLKKYgiant glulam POLKKYgiant resawn glulam is accordance with the European standard EN 14080 and is manufactured
More informationSelected properties of full-sized bamboo-reinforced composite beam
Selected properties of full-sized bamboo-reinforced composite beam Nugroho, Naresworo 1, Ando, Naoto 2 ABSTRACT To increase the role of bamboo and to get maximal benefit, a study concerning the properties
More information