1. Structural renovation of Kinghaven 2 Dormitory and Meeting Room in Abbotsford, BC Kinghaven 2 [Online photo]. (2013). Retrieved from URL http://www.keystonearch.ca/?action=d7_article_viewer_view_article&Join_ID=349893&template=project.htm7 Prepared For: Projects Committee of the Department of Civil Engineering at British Columbia Institute of Technology at Burnaby BC Jacquie Gaudet, PEng, Civil Engineering industry project coordinator, BCIT Deanna Levis, Communications Instructor Ryan Shephard, EIT, IQ Engineering Prepared By: Jason Liu Submitted on: Nov 8, 2014
3. APPENDICIES APPENDIX A: Kinghaven 2 architectural drawing (side view) 13 Roof plan and dimensions 15 APPENDIX B: Detailed Design Procedure for the Structural Design of Multi- storey Wood-framed Buildings on Concrete Suspended Slabs 20
4. TABLE OF GRAPHICS TABLES Table 1: Proposed Schedule 8
5. SUMMARY The purpose of my project is to redesign the structural components of the dormitory building and meeting room of Kinghaven 2, the second phase of a mens social housing project. I will be redesigning the structural components of the dormitory roof using the provided roof geometry. However, I will be designing the meeting room roof independently of the architectural drawings. I will also redesign the structural components and detail the connections for the wood frames using the Wood Design Manual 2010. The location of the structural elements will follow the partitioning provided in the architectural drawings. Afterwards, connections will be selected from Simpsons StrongTie Catalog and the bolts will be designed using CSA O86. Lastly, I will design the foundations for both buildings using CSA A23.3-14 Design of concrete structures and Reinforced concrete design: A practical approach, 2nd edition. Seismic design will be performed according to Part 4 of the BC Building Code 2012. The deliverables include a formal report, calculations, and REVIT drawings detailing each unique structural component.
6. - 1 - 1.0 INTRODUCTION My project involves the structural renovation for the dormitory building and meeting room of Kinghaven 2 according to the architectural drawings my sponsor has given me. However, I will be designing my own meeting room roof. My sponsor is Ryan Shepherd, EIT, from IQ Engineering in Abbotsford, BC. Kinghaven 2 was selected so as to incorporate the geotechnical, seismic, and structural design aspects of this project. Kinghaven 2, located at 31250 King Road Abbotsford, is built on surrounding farmland, next to Abbotsford International Airport. The scope of my design project is limited to designing the dormitory building along with the attached one-storey office, the meeting room, and the reinforced concrete foundation with gravity, lateral, and static seismic loading considerations. Utility installation considerations will not be incorporated into this project. This proposal includes the objectives, description, methods, resources, deliverables, as well as a tentative schedule. 1.1 OBJECTIVES The main objective of this project is to design a safe structure in accordance with Part 4 of the National Building Code of Canada 2010 that would be appropriate for social housing considerations. A detailed listing of the objectives of this project is as follows; To design the structural components with gravity and lateral loading considerations wherever appropriate To design an octagonal turret frame roof for the meeting room To design intersecting hipped roofs with a valley roof for the dormitory and a flat roof for the one storey attached office To design the building structure To design the foundations of both the dormitory and meeting room 2.0 BACKGROUND Kinghaven 2, located in 31250 King Road Abbotsford, is the second phase of a mens social housing project. The King Road church received a government subsidy to build Kinghaven 2 to house men who need drug rehabilitation. The objective is to provide living accommodations for clients while they are going through rehabilitation and treatment. The long term goal is to help clients find employment and provide living accommodations for them until they are ready to look for a place of their own. There is a three-storey dormitory with a one-storey attached office. The dormitory portion of Kinghaven 2 is currently in the finishing stages of construction.
7. - 2 - 3.0 PROJECT DESCRIPTION A description of my project is detailed below. 3.1 DORMITORY BUILDING The dormitory building is a three-storey structure with a one-storey attached office. The dormitory consists of intersecting hipped roofs with a valley truss on one of the facets. All main roof trusses are single-ply pitched trusses. The single storey office building contains a flat roof and a curved canopy on diagonal columns. Both of these roofs have constant slopes and varying plan view dimensions. For a side and plan view of Kinghaven 2, please refer to Appendix A. 3.2 MEETING ROOM The meeting room is a square structure of heavy timber vaulted framing. Radial purlins at their ends are supported on an eaves level square structure of wood beams. The radial purlins converge up the sloped roof plane in a way that defines an octagonal shape, similar to lofting a square to an octagon. A second set of wood beams will make up the base of the octagon from which the second set of purlins will converge radially onto an octagonal ridge block. I will be determining the effects of wind and snow loads for this roof geometry by following the provisions from NBC 2010, BC Building Code 2012, and CSA O86.
8. - 3 - 4.0 METHODS AND PROCEDURES The design process will start with the roof and progress downwards through the buildings. 4.1 ROOF STRUCTURE I will be using the roof geometry provided in the architectural drawings. I will follow the NBC provisions for snow distributions. Figure G4 from NBC commentaries Part 4 shows the snow distribution for valley areas. I will determine the component of gravity load perpendicular to the joists. The effect of wind loads on the roof geometries will be analyzed to determine the R, C, and Z wind zones. Figure I-8 from NBC 2010 structural commentaries will be used to obtain the peak external composite gust factors that will be applied to each tributary surface to calculate the net specified wind pressures. In designing the roof truss members, an iterative process will be carried out using Microsoft Excel until design requirements are met. The resultant roof truss will then be analyzed. The axial forces in the roof truss members need to be determined. A portion of the dormitory roof containing the valley truss will not be designed until the valley truss is designed. Both dormitory and meeting room roofs will be designed with sheathing so that they act as partial diaphragms. That way, lateral loads acting perpendicular to the plane of the roof trusses will be transferred by the diaphragm action from the roof down onto the perimeter shear walls. SPF2 will be used for the roof trusses since this material is widely used throughout the Lower Mainland. For architectural perspectives, I will try to keep a common depth for the roof truss members. The roof design will be done concurrently for the one storey attached office flat roof and meeting room roof. The amount of load transferred is then determined at locations where gravity load supports are needed to support the roof. These locations are needed when designing the wood framing for the uppermost storey. The completed wood frame design for each storey is then overlaid onto the floor plan of the storey underneath. Afterwards, the load support system for each successive storey underneath will be designed such that it supports the load transfer locations above.
9. - 4 - 4.2 WOOD FRAME AND STRUCTURE The wood structure for the dormitory consists of the elevator shaft, the shear walls, and the floor framing. Common wood structural components throughout the project include shearwalls and floor framing. 4.2.1 DORMITORY ELEVATOR SHAFT The masonry elevator shaft is usually designed as one of the last components. It is restrained against lateral movement by the floor. Therefore, typical reinforced masonry walls will usually suffice since there is no need to design it as a large self-supporting vertical cantilever with respect to lateral loads. 4.2.2 SHEAR WALLS Shear walls are designed to resist the shear forces from upper storey shear walls and diaphragms. Exterior, as well as corridor and party walls between suites will be designed as shear walls, most of which are also sound blocking walls. The shear walls will be designed using SPF for sound blocking with sheathing stitch nailed on both sides. Strap ties are selected for nailing over OSB or plywood sheathing. The shear wall chords will carry the moment resisting axial forces, and they will be designed based on their maximum factored axial load. The factored overturning moment at any storey is the cumulative of all the overturning moments at every store above (Canadian Wood Council, 2010). The maximum shear force will be assumed as a uniformly distributed load along the shear wall length (Canadian Wood Council, 2010). Shear forces will be distributed based on the relative stiffness of each segment using the shear wall deflection equations to determine the stiffness of each segment (C