"TRIUMF"@en . "DSpace"@en . "Uma Spantec Ltd."@en . "2017-09-06T18:59:32Z"@en . "1990"@en . "TABLE OF CONTENTS\r\n1. CONVENTIONAL FACILITIES DESIGN SUMMARY\r\n2. TUNNELS AND BELOW-GRADE STRUCTURES\r\n- DESIGN PACKAGE 1\r\n3. WATER COOLING SYSTEMS, TUNNEL VENTILATION AND\r\nSITE UTILITIES - DESIGN PACKAGE 2\r\n4. ELECTRICAL - DESIGN PACKAGE 3\r\n5. EXPERIMENTAL, EXTRACTION AND\r\nNEUTRINO FACILITIES - DESIGN PACKAGE 4\r\n6. FACILITIES PROGRAMMING, SUPPORT BUILDINGS\r\nAND SITE DEVELOPMENT - DESIGN PACKAGE 5"@en . "https://circle.library.ubc.ca/rest/handle/2429/62983?expand=metadata"@en . "KAON FACTORY STUDY CONVENTIONAL FACILITIES DESIGN REPORT PROJECT MANAGER UMA SPANTEC LTD. DESIGN CONSULTANTS CHERNOFF THOMSON ARCHITECTS D.W.THOMSON CONSULTANTS LTD. HIPP ENGINEERING LTD PHILLIPS BARRATI KAISER ENGINEERING LTD. STEWART -EBA CONSULTING LTD. KAOM FACTORY STUDY CONVENTIONAL FACILITIES DESIGN REPORT PROJECT MANAGER UMA SPANTEC LTD. DESIGN CONSULTANTS CHERNOFF THOMSON ARCHITECTS D.W.THOMSON CONSULTANTS LTD. HIPP ENGINEERING LTD PHILLIPS SARRATI KAISER ENGINEERING LTD. STEWART -ESA CONSULTING LTD. TABLE OF CONTENTS 1. CONVENTIONAL FACILITIES DESIGN SUMMARY 2. TUNNELS AND BELOW-GRADE STRUCTURES - DESIGN PACKAGE 1 3. WATER COOLING SYSTEMS, TUNNEL VENTILATION AND SITE UTILITIES - DESIGN PACKAGE 2 4. ELECTRICAL - DESIGN PACKAGE 3 5. EXPERIMENTAL, EXTRACTION AND NEUTRINO FACILITIES - DESIGN PACKAGE 4 6. FACILITIES PROGRAMMING, SUPPORT BUILDINGS AND SITE DEVELOPMENT - DESIGN PACKAGE 5 CONVENTIONAL FACILITIES DESIGN SUMMARY Chapter 1 Contents 1 CONVENTIONAL FACILITIES DESIGN SUMMARY 1.1 Introduction ........ . 1.1.1 Reference Volumes .. 1.2 Selection of Project Manager 1.3 The Site . . . . . . . . . . . . 1.4 Geotechnical Investigations 1.5 Selection of Design Consultants 1.6 Computer Aided Drafting . . . 1. 7 Summary of Conventional Facilities. 1. 7.1 IA Transfer Line . . . . . . 1.7.2 Booster Complex ..... . 1.7.3 B.C. Transfer Line Tunnel. 1. 7.4 Main Ring. . . . . 1. 7.5 Extraction Hall . . 1.7.6 1.7.7 1.7.8 Experimental Hall Electrical Service . Mechanical Services 1.8 RecoIJ;?-mendations for Final Design Phase 1 1 1 1 2 3 3 4 4 4 5 5 6 7 8 8 9 10 1 CONVENTIONAL FACILITIES DESIGN SUMMARY 1.1 Introduction This volume contains the Design Reports of the five consulting teams that were retained to undertake the conceptual design of the conventional facilities. The adjective 'conventional' serves to describe those facilities necessary to house and service the accelerator and experimental areas and includes: \u00E2\u0080\u00A2 buildings \u00E2\u0080\u00A2 tunnels \u00E2\u0080\u00A2 electrical power to site \u00E2\u0080\u00A2 electrical power distribution \u00E2\u0080\u00A2 water cooling system \u00E2\u0080\u00A2 tunnel ventilation system \u00E2\u0080\u00A2 site services \u00E2\u0080\u00A2 site development The work ~f the consulting teams was done under the direction of the project management company, UMA Spantec Ltd. who take this opportunity to thank the consultants involved for their diligent work. 1.1.1 Reference Volumes \u00E2\u0080\u00A2 Geotechnical Data \u00E2\u0080\u00A2 Construction Schedule and Cost Estimate 1.2 Selection of Project Manager TRIUMF elected to retain an outside Project Manager for the project definition study to: 1 \u00E2\u0080\u00A2 manage the design consultant selection process \u00E2\u0080\u00A2 manage the work of the design consultants \u00E2\u0080\u00A2 prepare the project schedule \u00E2\u0080\u00A2 prepare the project estimate Advertisements requesting proposals were placed in various newspapers across Canada in late 1988 and following a selection process involving TRIUMF and B.C. Government personnel, the firm of UMA Spantec Ltd. of Burnaby B.C. was selected. This firm took up residence in TRIUMF office space starting in December, 1988 through to completion of the PDS in February 1990. The work of the project manager was expanded in mid 1989 to assist with the environ-mental assessment process then being conducted by Klohn Leonoff. 1.3 The Site The 1985 Proposal prepared by TRIUMF was based on the main accelerator rings encircling TRIUMF with a developed site area of 19.24 hectares. Early in the Project Definition Study the rings were changed from a circular configuration to a race-track to accommodate a more efficient slow extraction system. ' This change created problems accommodating the main ring service buildings. Other considerations such as the recent designation of the land to the east of TRIUMF as Pacific Spirit Park with its accompanying non-encroachment restriction, plus the need for more space to accommodate the experimental facilities caused alternative siting locations to be investigated. The only effective solution was the 'greenfield' option which placed the rings on UBC lands to the west of TRIUMF, resulting in a developed site area of 32.8 hectares including the existing TRIUMF site. This site was selected as the reference design for the project definition study. However agreement on the part of UBC to allow a change in the usage of the lands in question remains a subject for future negotiations. 2 1.4 Geotechnical Investigations The firm of Golder Associates Ltd. was retained in early 1988 to undertake a six bore hole programme, collect and study previous investigations in the area and prepare a geotechnical report. They also installed piezometers in each of the holes and undertook a monthly monitoring programme which ended in February 1990. In pursuit of a greater understanding of the ground water regime the firm of Klohn Leonoff was retained in mid 1989 to install two Westbay multi-point piezometer instruments in the middle of the Main ring. This involved drilling two 20-cm diameter holes, one 24-m deep and one 20-m deep. However due to problems in removing the steel casing, one bore hole (WB-1) had to be abandoned. The remaining Westbay instrument was monitored during the months of October 1989 and February 1990. The results of Golder's and Klohn Leonofrs work are bound into Volume 4B - Geotechni.cal Data. FUrther soil investigations will be required for detailed design and to delineate the water bearing zones for an efficient de-watering system design that will be required for all major excavations. 1.5 Selection of Design Consultants The conventional design work was divided into five packages as follows: \u00E2\u0080\u00A2 Tunnels and below grade structures. \u00E2\u0080\u00A2 Water cooling systems, tunnel ventilation and site utilities. \u00E2\u0080\u00A2 Electrical. \u00E2\u0080\u00A2 Experimental, extraction and neutrino facilities. \u00E2\u0080\u00A2 Facilities programming, support buildings and site development. Advertisements requesting proposals from architects and engineers were placed in fifteen Canadian newspapers in February 1989, resulting in receipt of 107 proposals and following 3 a short-listing and interviewing process involving personnel from the B.C. Government, TRIUMF and UMA Spantec the following firms were selected. \u00E2\u0080\u00A2 Package No.1 - Stewart EBA Consulting Ltd. with Sandwell Swan Wooster Inc. \u00E2\u0080\u00A2 Package No.2 - D.W. Thomson Consultants Ltd. with Keller and Gannon Consult-ingMechanical Engineers and Spectrum Engineering Corporation Ltd. \u00E2\u0080\u00A2 Package No. 3 - HIPP Engineering Ltd. \u00E2\u0080\u00A2 Package No. 4 - Phillips Barrat Kaiser Engineering Ltd. \u00E2\u0080\u00A2 Package No. 5 - Chernoff Thompson Architects with Cornerstone, Bush Bulman, Gaarder Lovick and Keen Engineering. The consultants, all Vancouver based with the exception of sub-consultants Keller and Gannon from San Francisco, and Spectrum Engineering from Ontario, started work in April 1989 and finished in November 1989, and the results of their work are contained in the following chapters. 1.6 Computer Aided Drafting It was decided that since TRIUMF utilizes Autocad Release 10 that all design drawings would be done in this medium with diskettes being turned over to TRIUMF at the end of the design for their records. 1. 7 Summary of Conventional Facilities The following summarizes the conventional facilities, working from the Cyclotron vault through to the Experimental Hall. 1.7.1 IA Transfer Line The IA transfer line is the beam line connecting the TRIUMF Cyclotron with the Booster. This beam line is located partially in the existing Cyclotron vault with the majority in a new tunnel structure approximately 150 m in length. 4 Work within the vault consists of new structural steel framing to support the beam line components and an overhead 7.5 ton monorail crane. The north wall of the vault, some 2.2 m in thickness, will be core drilled at two locations for passage of the beam pipe and for alignment sighting. Once through the vault wall the beam line enters a cast-in-place concrete tunnel built in an open cut excavation which ranges in depth from 8 m to 11 m. T~e tunnel for the first 100 m is fa concrete arch with inside dimensions of 3.8 m in width and 3.2 m in height. Beyond -this point the tunnel takes on a rectangular cross section 3.2 m in height with the width varying as required to allow the magnet carrier to traverse the tight turn leading to the Booster and to accommodate a beam dump. Located at the 100 metre point is a vertical access shaft sized to suit the 18 tonne magnet carrier. Handling of the shaft's pre-cast shielding beams, the magnet carrier and the beam line components will be by a mobile gantry crane. 1. 7.2 Booster Complex The Booster tunnel accommodates the A and B beam lines stacked with the A line over the B line. The tunnel structure is a cast-in-place concrete arch 5.9 m wide by 4.8 m high and approximately 214 m in circumference. Built within the centre of the ring, but set back 8 m to provide shielding, is the Booster building. This building has 3 stories below grade to accommodate equipment such as tunnel ventilation fans, magnet and rf power supplies. There are three stories above grade, the first accommodating the kicker cable drums, loading bay, offices, labs, and electrical switchgear. The second floor accommodates the computer room, offices and the KAON Factory control room. The third floor is predominantly offices with service space for the building mechanical system. The below grade portion of the Booster complex is of concrete construction built in an open cut excavation. The above grade portion consists of a structural steel frame with the outer walls being a combination of precast concrete panels and metal cladding. 1.7.3 B.C. Transfer Line Tunnel The B.C. Transfer Line is the beam line connecting the Booster with the Main Ring. The tunnel for this beam line is a rectangular cast-in-place concrete box section 3.8 m 5 wide, 3.2 m high, approximately 105 m long and accommodating an elevation change of 5.5 m from the Booster complex up to the main ring tunnel. The tunnel is built in an open cut excavation which ranges in depth from 10 to 12 m and is backfilled with a minimum cover of 8 m or to the original grade, whichever is the greater, to provide shielding. Access from the surface to the tunnel level is via a vertical access shaft similar to that located over the IA transfer line. 1. 7.4 Main Ring The Main Ring tunnel accommodates the C, D and E beam lines with C stacked over D on the inside of the race track and E separated horizontally by a minimum of 3.5 m and a maximum of 4.088 m. To allow reusable forms to be employed throughout the length of the main ring, the latter dimension was used in establishing a common width. The length of the Main Ring beam lines is 1076 m with approximately 900 m contained within the tunnel structure and the remainder within the Extraction Hall. Various combinations of open-cut and driven tunnel were considered for the Main Ring, IA and B.C. transfer lines and Booster tunnel. \u00E2\u0080\u00A2 Thnnel boring machine \u00E2\u0080\u00A2 Top heading and bench \u00E2\u0080\u00A2 Cut and cover excavation with - Concrete box - Cast-in-place concrete arch - Pre-cast concrete arch Corrugated plate culvert Cut and cover excavation with a cast-in-place concrete arch offered the best solution. It was considered the least expensive, offered the simplest form of construction, it could be built by many contractors and it allowed for changes in detail such as the provision of access tunnels for both personnel and services. The tunnel size selected is 7.1 m in width by 5.4 m high. The open-cut excavation ranges in depth from 9 m to 19 m and employs 60\u00C2\u00B0 side slopes with an ejector dewatering system 6 to handle ground water. It has been assumed that localized shot crete shoring will also be required. The tunnel will be backfilled with a mmunurn cover of 8 m or to the original grade, whichever is the greater, to provide shielding. Located around the Main Ring are six service buildings which house the tunnel ventilation and water cooling systems, magnet, kicker and rf power supplies, kicker cable drums and electrical switchgear. These buildings are set back from the Main Ring tunnel by 8 m for shielding reasons but are connected to the Main Ring by passageways which provide both personnel and service access. Each building consists of a four storey below grade cast-in-place concrete structure with a seven meter high structural steel metal clad surface building. The roof of the surface building extends to cover the adjoining capacitor farms. A fenced-in yard is also provided at each service building for the transformers. Also located around the ring are four buildings, primarily high roof steel structures pro-viding cover for capacitors. A concrete shaft is provided at each location for cable access to the tunnel. Large equipment access ~o the Main Ring tunnel is provided either through the Extraction Hall or via an access shaft not unlike those over the IA and BC tunnels. The main difference in this case is that rather than utilizing a mobile gantry crane, a 30 tonne bridge crane housed in a metal building is provided over the access shaft. 1.7.5 Extraction Hall The Extraction Hall accommodates the C, D and E beam lines, slow and fast extrac-tion lines and the switchyard wherein the extracted lines are divided into the primary experimental beam lines .. The various beam lines are housed in a 200 meter long cast-in-place concrete canyon, the floor of which is at the same elevation as that of the Main Ring tunnel floor. Access to the full length and width of the canyon is provided by 5 m of removable precast concrete beams. A 50 ton overhead crane is utilized for handling of the precast beams, the magnet carrier and beam line components. 7 A metal clad structural steel surface building 200 m long by 23 m wide is located above the canyon with an adjoining annex building housing electrical switchgear and water cooling systems. Beyond the Extraction Hall is a cast-in-place tunnel structure 70 m long housing the beam lines leading to the Experimental Hall. 1. 7.6 Experimental Hall The experimental areas are housed in a hall measuring 192 m long by 74 m wide with a height of 23 m from floor to underside of roof trusses and with a 40 m by 30-m extension housing the 6 GeV experimental facility. Both of these facilities provide open spaces free from structural framing elements with two 50 ton bridge cranes in the Main Hall and a 30 ton bridge crane in the 6 Ge V hall. All below grade structures are cast-in-place concrete with above grade portions being structural steel with metal cladding. Equipment access to the Experimental Hall floor is provided by four 5000 kilogram capacity elevators with platform sizes of 3 m by 4 m, a floor level truck access and an above floor loading dock located at the diagonally opposite end from which equipment can be lowered to the floor using one of the overhead cranes. Equipment and personnel galleries are provided around the entire perimeter of the facility outboard of the crane coverage area. 1. 7.7 Electrical Service The KA,ON Factory electrical load will be approximately 80 megawatts. The recommended method of electrical power supply is by means of a dedicated 60 kVA circuit from B.C. Hydro's Camosun Sub Station which is located approximately 2.5 m east of the KAON site. This will require double circuiting of the existing TRIUMF overhead 60 k V transmission line located on a right of way through Pacific Spirit Park. The receiving sub station located on the site will be an outdoor 60 kV installation with two 80/107 MVA transformers supplying primary standby transformation to the site dis-tribution system. The site electrical power distribution will be via an underground 25 k V system. Site electric load centres will have outdoor oil-filled transformers stepping the 25 k V distribution voltage down to utilization voltages of 4106 v and 480 v. 8 Subject to approval from UBC, maintenance standby power will be provided from the existing 60 kV circuit. Emergency standby power for critical and essential loads will be supplied from uninterrupted power supplies and diesel generation. 1. 7.8 Mechanical Services The mechanical services included in the conventional facilities consist of: \u00E2\u0080\u00A2 low conductivity water cooling systems (non-active, low-active and high-active sys-tems) \u00E2\u0080\u00A2 raw water cooling systems \u00E2\u0080\u00A2 tunnel and service building and booster complex ventilation, air conditioning and plumbing systems \u00E2\u0080\u00A2 electrical equipment ventilation and air conditioning systems \u00E2\u0080\u00A2 mechanical control systems \u00E2\u0080\u00A2 fire protection systems \u00E2\u0080\u00A2 low level liquid waste systems \u00E2\u0080\u00A2 site services (including sewers, storm drains, water lines and gas mains). The low conductivity water systems consist of three systems: \u00E2\u0080\u00A2 low active systems to cool all primary beam line components within shielded areas \u00E2\u0080\u00A2 non-active systems to cool power supplies and other similar equipment outside of the shielded areas \u00E2\u0080\u00A2 high active systems to cool targets, beam dumps and associated equipment. The raw water cooling system which provides cooling water to the LCW systems is designed to dissipate 100 megawatts of energy utilizing conventional forced air cooling towers. There are two raw water cooling systems, one ten megawatt system servicing the Booster complex and one 90 megawatt system servicing the Main Ring and initial and future experimental areas. The-latter system will be phased in as the KAON Factory develops. 9 The tunnel ventilation system is based on the assumption that 97% of the energy is re-moved through the cooling towers via the LCW system with the remaining 3% being removed via ventilation systems and on the assumption that the maximum allowable tun-nel temperature is 30\u00C2\u00B0C. Cooling will be provided by mechanically cooled air conditioning systems located in the Booster complex and in each of the six Main Ring service buildings. Air capacity of these systems will be approximately 23,600 litres per second each. Air will be distributed along the length of the tunnel utilizing a plenum created at the top of the tunnel structure. All air associated with these systems will be recirculated while the beam is on. Provision has been made to achieve negative air pressure within the tunnel. A direct digital control system will be provided for the monitoring and control of the mechanical system components. Separate monitoring and control stations will be provided in each of the six service buildings, one in the Booster complex and one for the experimental areas. A separate, remote, monitoring only, station is to be provided in the Main KAON Factory control room in the Booster complex. A pre-action fire sprinkler system will be utilized in all tunnels and all major buildings. All floor drains, under-slab and perimeter drainage systems associated with the tunnels, Booster, service, extraction and experimental buildings will be directed to monitoring sumps prior to discharge to on-site-site storm or sanitary sewers. 1.8 Recommendations for Final Design Phase \u00E2\u0080\u00A2 The design work undertaken during the Project Definition Study is deemed to be conceptual in nature and therefore subject to refinement and further value engineer-ing during the next phase. To this end, the design consultants have identified in the following sections specific areas to be addressed during the final design. \u00E2\u0080\u00A2 Some of the facilities addressed in the following sections are not included in the capital cost estimate, i.e. new office building, 20 GeV and Neutrino Experimental Facilities, Technical Service Building and workshop expansion. These facilities, if built, will be phased in as funding allows. \u00E2\u0080\u00A2 The division of the design work into 5 packages proved to be practical during the Project Definition Study. Therefore UMA Spantec Ltd. recommends that, with minor changes in scope, this philosophy be followed for the final design. 10 TUNNELS AND BELOW-GRADE STRUCTURES - DESIGN PACKAGE 1 Chapter 2 Contents 2 TUNNELS AND BELOW GRADE STRUCTURES-DESIGN PACK-AGEl 1 2.1 Introduction ...... . ............ 1 2.1.1 General/Background........... 1 2.1.2 Scope and Objectives of the Assignment 1 2.1.3 Limitations on Geotechnical Interpretation 2 2.2 Review and Interpretation of Available Geotechnical and Topographical Data 2 2.2.1 General.............. 2 2.2.2 Experience at the TRIUMF Site 3 2.2.3 Summary of the Site Geology 3 2.2.4 Groundwater Conditions. . . . . 4 2.2.5 2.2.6 2.2.7 Geotechnical Properties and Design Parameters. Existing Topographical Data . . Potential Geotechnical Problems 2.3 Design Considerations ......... . 2.3.1 Introduction .......... . 2.3.2 Choice of Tunnel Construction Method 2.3.3 Main Ring Tunnel . . . . . . 2.3.4 BC Transfer Line Tunnel .. 2.3.5 Booster Tunnel and Building 2.3.6 IA Transfer Line Tunnel . . . 2.3.7 Work Within the Cyclotron Vault 2.3.8 Access Tunnels . . . . 2.3.9 Magnet Access Shafts . . . . . . . 2.3.10 Booster Building ......... . 2.3.11 Construction Materials - Below Grade Structures. 2.4 Tunnel Design. .. . . . . 2.4.1 Shielding ...... . 2.4.2 Vertical Alignment . . 2.4.3 Horizontal Alignment 2.4.4 Magnet Transporters . 2.4.5 Tunnel Lining Loads . 2.4.6 Earthquake Loads . . 2.4.7 Drainage and Waterproofing 2.4.8 Access and Emergency Exit . 2.5 Excavation/Tunnelling Methods and Temporary Ground Support . 2.5.1 Introduction/Local Experience 2.5.2 Dewatering.......... 2.5.3 Temporary Ground Support . 2.5.4 Excavation 2.5.5 Backfilling ......... . 1 5 6 6 7 7 7 9 9 9 10 10 11 11 12 13 13 13 14 14 14 14 15 15 16 16 16 17 17 18 18 2.6 Considerations for Detailed Design 2.6.1 Survey .......... . 2.6.2 Soil Investigation .... . 2.6.3 Booster Ring Access Shaft Possibility 2.6.4 Necessity of Early Detailing of Transition Sections 2.7 Specification Outline . . . . . 2.7.1 Division 2 - Sitework . 2.7.2 Division 3 - Concrete 2.7.3 Division 5 - Metals 2.8 Figures .. . 2.9 Appendix I ........ . 2.10 Drawing List ....... . 2.10.1 General/Introduction 2.10.2 Drawing List ..... 11 19 19 19 19 19 19 19 25 30 30 37 49 49 49 2 TUNNELS AND BELOW GRADE STRUCTURES-DESIGN PACKAGE 1 2.1 Introduction 2.1.1 General/Background Stewarl-EBA Consulting Ltd. (S-EBA) with Sandwell Swan Wooster Inc.(SSW) submitted a proposal for Design Package 1 which included the tunnel design to house the beam lines for the proposed KAON Factory extension to the existing TRIUMF installation at the University of British Columbia, Vancouver, B.C. The proposal was written on March 1, 1989, in response to a request from UMA Spantec Ltd. on February 13, 1989. The appointment for the work was made in April, 1989. Sandwell Swan Wooster Inc. provided structural design services, Underhill Engineering Ltd., provided survey information, and B.H. Levelton and Associates were included to provide materials engineering consultant services if required. 2.1.2 Scope and Objectives of the Assignment The assignment was two fold: firstly, to select a method of construction of the Main ring based on two major options for construction, which were: \u00E2\u0080\u00A2 Partially driven tunnel, and the balance by cut and cover methods, \u00E2\u0080\u00A2 Co~pletely cut and cover methods, and, second~y, to do, a preliminary design based on the selected option including the Booster Complex and the connecting tunnels to the existing cyclotron. An interim report with cost estimates was submitted on July 5, 1989 comparing the options for the Main Ring Tunnel, Interim Report, Layout and Design Criteria of Main Ring Tunnel. The report included preliminary designs and cost estimates, and recommended the cut and cover method of construction. 1 2.1.3 Limitations on Geotechnical Interpretation The site was drilled and investigated by G.E. Crippen for the original TRIUMF project in 1967. It was drilled again by Golder Associates Ltd. with 6 mud flush rotary holes in 1989. The 1967 investigation was specific to the TRIUMF site and is applicable only to the start of the proposed new tunnel. Four holes of the 1989 program were located on the tunnel alignment now being considered. Two additional test holes included to accommodate multipoint piezometers were installed by Klohn Leonoff Ltd. late in the 1989 study to provide detailed groundwater information in the vicinity of the Main Ring Tunnel. Additional holes will be required for detailed design along the perimeter of the Main Ring, at the Booster Complex, and along the Transfer Lines to obtain soils information specific to these structures, particularly at the west arc of the Main Ring. These will also be required to delineate the water bearing zones for an efficient dewatering system design. Some of these holes may also facilitate permanent monitoring systems. 2.2 Review and Interpretation of Available Geotechnical and To-pographical Data 2.2.1 General Reference Material; \u00E2\u0080\u00A2 TRIUMF, Accelerator and Experimental Building, Report on Soils Investigation, dated July 1970, by G.E. Crippen and Associates Ltd. \u00E2\u0080\u00A2 Technical Feasibility and Preliminary Cost Report for the TRIUMF 90 Gev Acceler-a.tor Tunnel, dated September 1983, by Crippen Consultants. \u00E2\u0080\u00A2 KA ON Factory Engineering Design and Impact Study Support Services Package 1 -Geotechnical, dated April 1989, by Golder Associates Ltd. \u00E2\u0080\u00A2 Dewatering Systems, Highbury Street Tunnel, Robinson, Roberts and Brown, Octo-ber, 1962. 2 2.2.2 Experience at the TRIUMF Site The TRIUMF excavation required no shoring. The excavation was about 12 m deep with side slopes about 60\u00C2\u00B0 from the horizontal. The excavations were made in dense silty or sandy deposits. An ejector well dewatering system was used and water problems were minimal. Photographs taken during construction are attached as Figures 1 and 2, and show a single pipe ejector dewatering system with wells spaced at about 3 m centres within 2 m of the crest of the excavtion. The well casings were about 50 mm diameter plastic pipe which can typically provide a capacity of up to 0.75 l/sec/well. The reported steady state discharge of the system (G.E. Crippen, 1970) was only about 2.3 l/sec, and the ejectors then would be capable of providing a considerable vacuum in the wells. The well casings were probably installed in 150 mm to 200 mm drilled holes backfilled with sand with a seal at the surface. The vacuum appears to have been monitored at the collar of each well. Such a vacuum could playa large role in the condition of the steep cut slopes shown as remarkably stable in the construction photographs of TRIUMF. The original soil was replaced with clean sand backfill. Excavation for the adjacent Remote Handling Building was completed without dewatering from wells. The slopes are reported to have slumped at an excavation depth of about 5 m and shoring was used to complete the work. The Nordion Cyclotron has been under construction in 1989 adjacent to both TRIUMF and the Remote Handling Building. The excavation depth was slightly in excess of 5 m, no dewatering system was used and the excavation slopes were stable at slopes of about 60\u00C2\u00B0. 2.2 .3 Summary of the Site Geology The sub-soil at the site is generally dense. Grain size ranges from silt to silty fine to medium sand containing stones and cobbles and occasional boulders, up to perhaps cubic metre size. Clay is mostly absent, but appears in the near surface weathered, materials. The surface deposits are generally of low permeability. Hydraulic conductivity is typically less than 5 x 10-6 m/sec, with seams of higher per-meability which passed modest flows of groundwater into the excavation of the existing facilities during construction. The stratigraphy of the site is believed to consist of post glacial beach deposits, overlying 3 a glaciomarine diamicton, overlying the Quadra sands. The upper deposits are considered to be B03e beach deposits consisting of dirty mixed-grain sediments made dense by wave action during placement. The glaciomarine diamictons are quasi-tills showing some strat-ification, possibly placed by ice rafting. The Quadra sands are lightly cemented, heavily overridden glacial sands. In the midst of these deposits at the location of the west arc of the Main Ring the most recent boreholes, Klohn Leonoff WB-2 and the Animal Sciences Water Wells, have encoun-tered a sensitive deposit. Although blow counts are high, the material looses strength with remoulding. This consists essentially of coarse silts and silty fine sand considered to be a Bose marine feature possibly filling a tidal embayment. The occurrence of these materials along the proposed tunnel alignment is shown on Drawing PAB 0002D. This section is based on a small number of borings and will require detailed investigation for final design. 2.2.4 Groundwater Conditions The original cyclotron vault excavation was dewatered by a single stage ejector well dewa-tering system (Figs. 1 and 2). It is assumed that the water table at the KAON site is at or near the surface. Perched groundwater tables are a feature of the local geology. They occur at a number of sites on the U.B.C. campus and caused considerable difficulty during construction of the Highbury Sewer Tunnel some 3.7 km to the west. Groundwater control using pumped wells was made difficult by the stratification encountered since the available drawdown in a thin water bearing stratum is limited to the thickness of that stratum. At the eastern end of the KAON Factory site, the near surface water table (above the Quadra Sands) in which the majority of construction will occur, is generally within one or two metres of the ground surface, and roughly parallel to the ground surface. The water table at the western end of the site is poorly defined, but is assumed also to be close to surface. Seasonal variation is expected to be about 2 m, which is not significant in terms of the excavation depth. Above the Quadra Sands, it appears the piezometric pressure distribution is nearly hydro-static, with a slight downwards gradient. However, during dewatering, some strata will drain more readily than others giving rise to perched water table conditions. Regionally, the piezometric water level at depth in the Quadra Sanda is well below the depth of proposed excavations. Near the top of the Quadra Sands, however, the water 4 table was encountered, but only with a strong downwards piezometric gradient, indicating recharge from above the Quadra Sands. During dewatering, this source of recharge would be largely cut off, so that in these areas, the water table in the Quadra Sands would be expected to drop below the depth of excavation, and hence not cause concern of uplift pressures on the base of the excavation. 2.2.5 Geotechnical Properties and Design Parameters Soil parameters have been given in the Crippen Consultants report of September 1983, and the Golder report of April 1989. These require judgement in their use. The values shown are typical of the results found and may be typical of the material encountered. They cannot be used in design without qualification: actual parameters may be either higher or lower than the values shown. Bulk unit weight Angle of shearing, resistance and apparent cohesion in terms stresses Coefficient of Passive = 23 KN/m3 (Crippen) = 30\u00C2\u00B0 (Crippen), 40\u00C2\u00B0, very dense till (Golder) 35\u00C2\u00B0, sandy seam material (Golder) = 35 kPa (No significant effective cohesion for sandy seam material) (Golder) Earth Resistance tan2 (45\u00C2\u00B0 + 12) Kp = 3.33 (Crippen) Coefficient of Active Earth Pressure Undrained shear strength ~. Hydraulic Conductivity Water table taken at ground surface Ka = 0.30 (Crippen) Qu = 130 kPa (stiff) (Crippen) k average = 1 X 10-6 to 1 X 10-5 mls (locally much higher). 5 2.2.6 Existing Topographical Data The mapping in use in this report has come from a number of sources but primarily from TRIUMF site plans and Burnett Resources overall air photo survey of the U.B.C. campus. This has been modified by work carried out this year by Underhill Engineering to establish a UTM grid for the KAON Factory Site. The UTM grid is shown on the base plans and coordinates have been established for 5 monuments and a number of building corners. All elevations are to Canadian Geodetic Datum. Burnett Resources are no longer in business and their base information has been lost. Serious consideration must be given to additional detailed survey work including new air photography to establish full control of the KAON Factory Site. 2.2.7 Potential Geotechnical Problems Stratigraphically controlled water bearing formations occurred at the Highbury sewer tun-nel and caused difficulties in dewatering with deep non-vacuum wells. Similar problems may arise on the KAON Factory Site. Perched groundwater is known to exist and ho-mogeneous conditions are unlikely. Abnormal boulder frequency could cause excavation problems and difficulties in soil support. The geologic interpretation of the material at Klohn Leonoff hole WB-2 indicated weak materials at the west arc of the Main Ring. This is confirmed by a short section of Golder's BH 89-4 but its presence is uncertain on the basis of BH 89-3. Detailed appraisal of this material may indicate a necessity for special excavation and foundation treatment for this portion of the Main Ring including increased foundation widths, piling, or excavation and replacement of the material. Where the foundation is directly supported by the Quadra sands additional permanent groundwater control measures may be required to prevent seepage of near surface ground-water past the tunnel to the deep groundwater system. 6 2.3 Design Considerations 2.3.1 Introduction The KAON Factory project involves the construction of subsurface structures to house a beam line from the existing TRIUMF cyclotron to an Extraction and Experiment Hall, making two circuits in a Booster Ring of about 209 m circumference and three circuits of the Main Ring of about 1080 m circumference. There is a transfer line tunnel joining the cyclotron and the Booster Ring about 162 m long and another joining the Booster and the Main Ring about 147 m long. Various Service and auxiliary buildings are to be constructed at elevations below grade congruent to the beam lines. These involve extensive open cut excavations. There are six service buildings and four cable shafts spaced around the perimeter of the Main Ring, one magnet access shaft on each transfer tunnel, one on the Main ring, and one within the Booster Building. There will be four survey shafts to allow accurate location of the tunnel: one at the centre point of each arc of the Main Ring, and one in the centre of each straight way. Site lines and survey shafts are also provided in the Booster complex. 2.3.2 Choice of Tunnel Construction Method Various combinations of open cut and driven tunnel were considered for the Main Ring and the Booster Complex. Comparative costs for the Main Ring were presented in the preliminary report of July 5, 1989. For the open cut tunnel three structural solutions were considered, a concrete box, corrugated metal pipe, and a cast-in- place concrete arch. The cut-and-cover tunnel solutions were all based on assumptions that the cut slopes could be st able at very steep slopes using experience from TRIUMF. Two slopes were considered: a 60\u00C2\u00B0 slope to conform to TRIUMF experience and an 80\u00C2\u00B0 slope using shotcrete shoring for stability. A concrete box section was considered but was found too expensive for general use at the spans required to house the beam line. A corrugated metal pipe was co~sidered on the basis of experience at Brookhaven. The design is believed to be economically feasible, but the pipe is structurally weak and cannot 7 support point loads, there is a possibility of electrolytic corrosion, and problems of supply from a single source supplier. For a conventional tunnel two tunnelling methods were considered, using a tunnel boring machine (TBM) giving a circular shape, and a top heading and bench method giving a modified horseshoe shape. The TBM method was rejected as impractical early in the study because of the following: \u00E2\u0080\u00A2 Enlargement of the Main Ring to accommodate separation of the E ring would require a TBM of about 9m diameter, which is too large for practical consideration of a short shallow tunnel. \u00E2\u0080\u00A2 Thrning difficulty due to small radius of the Main Ring. \u00E2\u0080\u00A2 Short length of the tunnel does not justify high capital costs of the TBM\u00C2\u00B7. \u00E2\u0080\u00A2 Small number of contractors available for bidding. The top heading and bench tunnel was competitive with the cut-and- cover design in cost. It was not structurally suitable where the depth of excavation was small and the tunnel cover became insufficient for safe tunnelling. It allowed for variations in design less easily, where access tunnels and other additions to the tunnel would be necessary. The costs of the alternatives are roughly estimated as follows: Table 1: Cost of Main Ring Tunnel in Millions of Canadian Dollars 1989 Cut and Cover Concrete Box Cast-in-Place Concrete Arch Precast Concrete Arch Corrugated Metal Pipe Driven Tunnel Tunnel Boring Machine Top Heading and Bench * See Section 2.3.11 60\u00C2\u00B0 and dewatering 12.3 11.0 -* 10.8 not calculated 11.2 80\u00C2\u00B0 and shotcrete shoring 16.3 15.0 -* 14.8 The differences in cost between the cast-in-place concrete arch, the corrugated metal pipe, and the top heading and bench driven tunnel were not believed to be significant. The east-in-place concrete arch appeared to offer the best solution. It was considered the simplest 8 form of construction, it could be built by many contractors, and it allowed for many changes in detail such as the provision of access tunnels for both personnel and services. Nevertheless, in detailed design it will be necessary to consider the driven tunnel again particularly for applications where surface disturbance is to be avoided. 2.3.3 ,Main Ring Tunnel The Main Ring tunnel was sized to accommodate the C,D, and E rings. The C and D rings were to be stacked and the separation of the E ring was to be increased at the Extraction Hall to allow local shielding. A cross section of the tunnel including magnets, services, and the magnet transporter is shown in Figure 3. The horizontal clearance was chosen to suit the maximum separation of the C and D beam lines with respect to the E beam line of 4088 mm. This dimension controlled the tunnel width and was held for the entire tunnel to allow reusable forms to be employed throughout the Main Ring. The Main Ring tunnel and all other tunnels include unistrut fittings at 1.2 m centres to support cable trays and piping. 2.3.4 Be Transfer Line Tunnel The BC Transfer Line is the beam line from the Booster B Ring to the Main Ring C Ring. It changes grade to allow the Transfer Line to enter the Main Ring above the C beam line. A box section is required at the Booster Ring and Main Ring and is used for the entire transfer line. A typical section is shown on Drawing PAB 0004D. 2.3.5 Booster Tunnel and Building The Booster Tunnel was sized to accommodate the A and B beam lines stacked with the A line over the B line. A cross section of the tunnel including magnets, services, and the magnet transporter is shown on Figure 4. The beam lines are not circular in plan but are constructed of segments forming a polygon. The location of the beam line varies with respect to the centre line of a tunnel which is 9 circular in plan. The horizontal clearance was chosen to accommodate this variation in beam line location. The excavation for the tunnel was extended to remove all but a shielding zone within the Booster Ring. The building consists of three subgrade floors. The walls form an octagon in plan to allow straight forms to be used. 2.3.6 IA Transfer Line Tunnel The IA Transfer Line is the beam line connecting the TRIUMF cyclotron with the A ring at the Booster. This tunnel is sized to carry a single beam line in a section similar to that used at the Booster and the Main Ring. The beam line will be diverted through short radius turns in this tunnel, and there will also be provision for a beam dump. The magnet carrier cannot traverse the tight curves without an increase in tunnel width, considerably above that required for the straight sections. For this reason a half arch section will be used for straight sections of any length, while a box section will be used at curves and for the beam dump, the width of the section being varied as required by the circumstances. Typical sections are shown on Drawing P AB 0004D. 2.3.7 Work Within the Cyclotron Vault A magnet support frame will be constructed from the bottom floor elevation of the existing cyclotron vault, along the northern portion of the existing east wall. The present steel floor at EI 52.54 will be cut back to permit installation of the new steel framing, which will be detailed with bolted connections to permit manhandling of relatively small individual components into place. A 7.5 tonne capacity monorail will be installed above the magnet line to permit the han-dling of magnets from the existing cyclotron bridge crane into position on the new support steel position on the new support steel. The north wall of the present vault, some 2.2 m in thickness, will be core drilled at two locations for passage of the beam line and for alignment sighting. A general arrangement of this work is shown on Drawing No. PAC 0002D. 10 2.3.8 Access Tunnels Access to all tunnels for personnel and services is provided by an underpass which preserves shielding of the beam line. At each access point the tunnel becomes a box section or hall. A stairway or ladder provides access to the tunnel from the underpass. Air water and electrical power enter the tunnel at these locations and tunnel drainage is intercepted and led from the tunnel. Access and emergency exit tunnels are provided to the Main Ring tunnel from the Service Buildings and to the Booster tunnel, and bOth the IA and BC Transfer Line tunnels from the Booster Building. The locations of these access tunnels are controlled by three criteria: \u00E2\u0080\u00A2 Convenient access for operating personnel \u00E2\u0080\u00A2 A maximum travel distance of 100 m. to a place of refuge in the ev~nt of fire \u00E2\u0080\u00A2 Emergency egress at the ends of any dead end tunnels Many of these tunnels will serve a double purpose, and will be used for the transmission of mechancial or electrical services in addition to the personnel access uses. At the cyclotron end of the IA Tunnel a transverse exit tunnel will lead eastwards along the north wall of the cyclotron vault and connects to the present spiral stair in the cyclotron building, thus providing 'an exit from this otherwise dead end tunnel. The IA and BC tunnels will not connect directly to the Booster tunnel except for passage of the beam line. Access to the Booster Building is gained through the Service tunnels. There will be access from the Booster tunnel to the Booster Building by way of two labyrinth passages Access to or exit from the Main Ring tunnel will be gained by tunnels from the basement level of the six service buildings beneath the floor of the main ~ing tunnel and hence up through stairs into the ring tunnel between the beam lines. These stairwell openings will require to be temporarily' covered during passage of the magnet transporter, and then reopened for use. 2.3.9 Magnet Access Shafts Magnet Access shafts from the ground surface to the tunnels are provided near the Main Ring Service Building 1, the BC Transfer Line tunnel, and at the IA Transfer Line tunnel. 11 A shaft is provided within the Booster Building to provide access to the Booster Ring. Access shafts are shown on Drawing PAC 0003D. The access shafts will be sized to permit clearance for the appropriate magnet carrier, thus permitting the carrier, and the magnets, to be introduced into the tunnel from ground level. , Lifting of the components is proposed to be by means of a mobile gantry type crane, fitted with industrial standard controls as shown in Figs. 5 and 6. The advantage of such a unit is that it may be used over any of the access shafts. When not in use the gantry will be stored in the Booster Building. Fixed overhead cranes are to be provided in the Booster Building and at Service Building 1. 2.3.10 Booster Building This section of the report deals only with the below-grade portion of the booster building, the above g\"rade structures being described in Chapter 6. The building is proposed to be octagonal in plan, this being considered the best compromise between maximum floor area within a circular tunnel and construct ability at a reasonable cost. There will be three floor levels below grade, the lowest being some 13.2 metres below the ground level floor. The lowest floor will be linked to the booster tunnel ring by means of two curved magnet access galleries, which will be designed to permit the passage of the magnet carrier from a position beneath a vertical access shaft in the booster building to the booster tunnel ring. Shielding of these galleries will be accomplished by a labyrinth in one gallery and a sliding shield door in the other. The structural framing will be based upon a column grid at 10 m centres in each direction, oriented to suit the equipment layout proposed by TRIUMF. This equipment will impose very high loads on the intermediate below-grade floors, of the order of 1550 kg per square m (15.3 kPa), and in order to keep the overall structural floor depth to a minimum, a two-way slab with drop panels at the column heads will be employed for each of the suspended floors. However, the large hatchway required for passage of the magnets down to the lower floor will require beam framing at its perimeter. Foundation conditions are good and no special foundation provisions are expected to be required. Each floor will be linked by stairwell and elevator. The elevator will be of 5 tonne capacity 12 designed to move machine components as well as personnel. 2.3.11 Construction Materials - Below Grade Structures Although a number of construction materials have been considered, all below grade con-struction in tunnels, access shafts, booster building and exits will be in cast-in-place con-crete, largely due to the flexibility of construction which this material allows. Precast units were considered for the upper curved sections of the tunnel arches, but were rejected on the grounds of difficulty in handling large components in deep excavations and the problems envisaged in waterproofing the joints. In the tunnels the cast-in-place concrete can be placed over movable formwork, which will permit reasonably rapid construction and economic reuse of formwork. For the booster building the requirements of shielding, the substantial floor loads, and the considerable soil pressures against the exterior of the below grade structure makes cast-in-place concrete the only logical choice. A waterproofing membrane will be installed over the outside of the tunnel sections and on the exterior face of the booster building basement walls. Further protection against water ingress will be provided at joints in the concrete by means of labyrinth type waterstops placed in the joints. 2.4 Tunnel Design Criteria affecting the tunnel design were as follows: 2.4.1 Shielding The beam line is to be protected by shielding of 8 m of earth, 5 m of concrete or an equivalent density of other materials. 13 2.4.2 Vertical Alignment The elevation of the beam is to remain truly horizontal to the extent possible. The initial elevation is controlled by the TRIUMF cyclotron. The final elevation is controlled by the beam line elevation in the Experimental Hall. The slope of the Be Transfer Line is not known exactly. This has no influence on the cost estimate. The elevations are shown on Drawing PAB 0003D. 2.4.3 Horizontal Alignment The horizontal location of the beam was given by TRIUMF. The exact length of the Main Ring and Booster Rings has been fixed as has the geometry of the IA Transfer Line. The geometry of the Be Transfer Line has not. It follows that the coordinates of the IA Transfer Line and Booster are calculated but the coordinates of the Main Ring are derived from the scaled distance between the Booster and Main Rings. The uncertainty about the Be Tunnel has no influence on the cost estimates. The location of the beam lines is shown on Drawing No. PAB 0003D. 2.4.4 Magnet Transporters Two transporters are considered; a 30 tonne machine for the Main Ring and an 18 tonne machine for the Booster and Transfer Lines. The dimensions of these transporters are assumed to be as follows: Main Ring: 2000 wide x 7300 long x 4800 high (30 tonne) Booster: 1300 wide x 6100 long x 3500 hIgh (18 tonne) 2.4.5 Tunnel Lining Loads The depth of the tunnels from the existing ground surface to the footing base and to the crown are shown on Table 2. Lining loads include the total weight of the overburden plus full hydrostatic head, plus an allowance for earthquake loads. Traffic loads will be considered but are expected to be neglibible. The loads do not include an allowance for future construction over or adjacent to the tunnels. 14 Table 2: Depth Below Original Grade (m) Depth Below Finished Grade *footing base crown *footing base crown max min max min max min max min IA 11 8 7 4 11 8 7 4 Booster 16 13 10 7 16 16 10 8 BC 12 10 8 6 12 12 8 8 Main Ring 19 9 12 2 19 15 12 8 * NOTE: the additional depth locally to base of service access tunnels is 3 m. 2.4.6 Earthquake Loads Earthquake ground motion excitations are in accordance with the provisions in the National Building Code of Canada (NBCC), 1985. The KAON Factory site is in Zone 4 of the Building code which suggests design paramet.ers of acceleration = 0.2 g (ZA) and velocity = 0.20 mls (ZV) for an earthquake with a probability of exceedence of 10% in 50 years. Detailed design of the tunnel sections should include an assessment of their interaction with the surrounding soil. The assessment is to include examinations of global distortions as well as local asymmetric loads by considering the characteristics of the design earthquake, the appropriate soil parameters, the water table elevation, the methods of excavation and backfill, the structural characteristics of the tunnel and other contributing effects. Under the design earthquake, the integrity of the tunnel structure should not be compro-mised. Ho~ver, post earthquake misalignment of the magnet lines is to be anticipated. Appendix 1 contains a preliminary evaluation of the KAON Factory tunnel response to , earthquakes, by Mr. W.E. Hodge. 2.4.7 Drainage and Waterproofing The tunnels are to be covered with plastic sheeting to provide a continuous sealed wa-terproof membrane. The tunnels are to be drained by parallel peripheral drains outside the tunnel footing. These are to be large diameter perforated asphalt coated galvanized corrugated steel pipe. They will be placed at constant elevation beside the tunnels with 15 no gradient and will drain in two directions to the access tunnels where provision will be made for cleaning the drains should this be necessary. 2.4.8 Access and Emergency Exit Access. shafts are to accommodate the magnet transporter dimensions given for the Main Ring and Booster. The Booster transporter is to be used in the IA and BC 'Transfer Line tunnels. Emerg~ncy exits are to provide 1100 mm width, to be within 100 m of any location, and to be protected by rated fire doors. 2.5 Excavation/Tunnelling Methods and Temporary Ground Sup-port 2.5.1 Introduction/Local Experience There is cC;nsiderable local experience in soft ground tunnelling. The Highbury Sewer Tunnel (19QO) is closest to the KAON Factory site (3.7 km east), and was driven in wa-ter bearing sandy soils and dense silt with water bearing gravel or sand layers. Partial dewatering was accomplished by pumped wells, but some of the tunnel had to be driven in compressed air, due to its depth below ground surface (up to 88 m), and the resultant high pressure water confined between layers of relatively impermeable till and clay. The KAON FACTORY formations are somewhat similar except that the water bearing soils are shallower (10 to 15 m), and therefore more accessable to economical dewatering meth-ods. Also the KAON Factory site is located in relatively high terrain making it easier to accomplish drawdown. The CN Rail Thornton Tunnel (Vancouver-Burnaby 1966-68) was driven in stiff till at the south end for 600 m. No difficulty was encountered (steel sets and lagging were used for initial support) except when surface water was allowed to penetrate and soften the till (7 m of ground cover) near the south portal. A more recent project was the Coquitlam Lake Intake Tunnel upgrading (GVRD 1987), some of which was driven in dense silty sands. The shotcrete shoring method has been used extensively in the Vancouver area, mostly for deep vertical walled foundation excavations up to 18 m deep. Examples of use are the West End Community Centre at Denman and Haro Streets which was 10 m deep in sand and gravel in a matrix of clay and till (1973), and the Oceanic Plaza (1000 block W. Hastings Street, 1975), which was up to 16 m total depth with up to 9m in silt, gravel and till. All of the excavations were kept dewatered during excavation, mostly by open pumping from 16 ditches and sumps in the excavation. 2.5.2 Dewatering The tunnel route will be dewatered before excavation by lowering the water level to below excavation grade with an ejector well system designed to operate with suction pressures in the wells. A multi stage well point system is not practical with the steep excavation slopes, yet a vacuum system is essential to ensure dewatering of any relatively thin water bearing strata. Since the near surface water table is essentially perched on the underlying Quadra Sands, deep dewatering to control uplift pressures beneath the excavation should not be required. Operating costs for an ejector dewatering system can be high, therefore, dewatering and excavation sequences should be carefully integrated. This can be done by dewatering slightly ahead of the advancing excavations, and shutting down the dewatering system in areas where the tunnel is completed and backfilled, with its drainage system operational. If seepage from the cut slopes is encountered during excavation, excavation in that area should be suspended until additional ejector wells are installed and the seepage has sub-sided. A small capacity single stage well point system should be available for dewatering localized deeper excavations for access tunnels. The vacuum aspect of the dewatering system has significant implications on temporary ground support, as discussed subsequently. 2.5.3 Temporary Ground Support A 60\u00C2\u00B0 side slope for the open cut was selected, as this was considered the maximum slope that could stand without systematic shoring after dewatering, and this was the slope used in construction of TRIUMF. Slope stability of a 60\u00C2\u00B0 wall excavation was reviewed by wedge analysis of five conditions; i.e., a basic \"dry\" wedge, one with full hydrostatic water pressure, one with modified water pressure, with and without a tension crack, and a wedge with a dry slope with a wet tension crack. Each condition was analyzed with five wedge slope angles and three angles of shear resistance. Results confirmed that complete drainage and control of piezometric pressure would be re-17 qui red to stabilize the non-homogeneous strata excavated at a 60\u00C2\u00B0 slope. AT the TRIUMF site it appears that the reversal of groundwater flow and the related seepage forces played an important role in providing stability on steep excavation slopes. The system proposed for the KAON FACTORY will be expected to act similarly and should be considered an integral part of the temporary ground support. It will be necessary for the Engineer to retain more control than usual in the dewatering contract. The surface of the excavation will have to be protected with plastic sheathing during periods of precipitation. Local areas of wall surface may require shot crete shoring if rav-elling occurs and particularly in the sensitive materials in the west arc of the Main Ring. Shotcrete equipment need not be mobilized, but it should be readily available. 2.5.4 Excavation The excavation should be taken down in lifts working generally from the south to the north and west, that is from the area of shallow to the deeper excavation. The condition of the slopes should be watched carefully during the deepening of the excavation for signs of instability. Water pressures or flows will require to be controlled and shot crete or other shoring may be necessary. Whilst there will be advantages in opening the cut section by section the choice of sequence should be left to the contractor both in consideration of machine efficiency and the problems he may face in stockpiling materials. 2.5.5 Backfilling Provided the spoil from the excavation is stockpiled and sealed against soaking by rain-water, it is anticipated that this material will provide most of the backfill of the cut and cover trench. It is anticipated that a more uniform material such as dredged sand will be used immediately adjacent to the tunnel. The spoil will require careful handling, water content control, and compaction in layers. It must be brought up equally on each side of the arch structures and compaction close to the tunnel structure should be light so as not to distort the arch. 18 2.6 Considerations for Detailed Design 2.6.1 Survey Detailed topographic surveying will be required using the UTM grid and establishing related site grids. The work should include new large scale aerial photography. 2.6.2 Soil Investigation A soils investigation to provide a consistent geologic understanding of the site and the groundwater distribution on the site is required. This should include site specific informa-tion at the location of particular structures related to compressibility and the strength of the soil. It should examine the anomalous material found at the western arc of the Main Ring. 2.6.3 Booster Ring Access Shaft Possibility The possibility of using a vertical Booster Ring access shaft should be considered to avoid the difficult geometric patterns of the Booster B3 level. 2.6.4 Necessity of Early Detailing of Transition Sections Transition section detailing affects the individual tunnel designs and requires early consid-eration. The IA Tunnel to the Booster Ring, the Booster Ring to the BC Tunnel, the BC Tunnel to the Main Ring, including the provision of access for personnel, electrical, and mechanical facilities should be undertaken at an early stage of the work. 2.7 Specification Outline 2.7.1 Division 2 - Sitework Section 02140 - Dewatering 19 PART 1 - GENERAL .1 Description \u00E2\u0080\u00A2 The work consists of the supply of all specialist dewatering services, labour, plant materials and equipment, and performance of all works, design, construc-tion, operation, and maintenance of an ejector well system, to dewater the site .area and a vacuum well point system for local dewatering within the site. \u00E2\u0080\u00A2 The piezometric surface is to be maintained at a minimum depth of 1.0 m below the final base of the excavation. During excavation the piezometric level shall be at least 2.0 m below the advancing excavation level. A vacuum of 60 kPa shall be maintained in the filter sand anulus surrounding operating ejector wells. PART 2 - PRODUCTS .1 Materials \u00E2\u0080\u00A2 Clean, uniform filter sand (gradation to be determined on site), and bentonite or cement grout well seal . . 2 Equipment \u00E2\u0080\u00A2 Ejector well pumping plant, complete with minimum supply line pump capac-ity of 40 BHP (Brake Horse Power), or more as required by the Contractors excavation and construction sequence. Pumping plant to have duplicate power source and pump on standby for immediate backup operation. \u00E2\u0080\u00A2 Water supply and return header pipes, complete with surface connections for ejector wells. \u00E2\u0080\u00A2 Solid and slotted, minimum 50 mm diameter ejector well casing, complete with well cap, riser pipe, ejector body, and vacuum monitoring gauge for each ejector well. \u00E2\u0080\u00A2 Portable, single stage vacuum well point pumping plant, complete with pump rated at a minimum 5 BHP (Brake Horse Power), header pipes, well points and all related equipment. 20 PART 3 - EXECUTION .1 Installation \u00E2\u0080\u00A2 Install the dewatering system sufficiently in advance of excavation to achieve _ the dewatering requirements noted in PART 1 - GENERAL. \u00E2\u0080\u00A2 Ejector well casing shall be installed in a mimimum 150 mm diameter hole and backfilled with filter sand and a well seal as shown on the drawings. \u00E2\u0080\u00A2 Vacuum well point systems shall be installed as required . . 2 Water Collection and Treatment \u00E2\u0080\u00A2 Collect water from the system into a series of conduits and discharge as required. No open flow channels or other methods that might cause soil erosion to occur will be permitted. \u00E2\u0080\u00A2 Design the system so that discharge water is clear. Pumping of silt and sand ' .. will not be permitted. Section 02220 - Excavating, Backfilling and Compacting for Structures PART 1 - GENERAL .1 Description The work consists of excavating, stockpiling, and using common material as engi-neered backfill. The material will be removed, loaded and hauled to designated stockpile or waste areas or placed directly in the work. It will be compacted both in stdckpiles and the work and sealed against the entry of rainwater when necessary. Processing other than the removal of oversize boulders by pit selection will not be required. Water content will be controlled. Backfill will be required to a minimum depth of 8 m over the tunnel structures except at the IA Transfer Line Tunnel where 4 m will be required, or to the original grade level, whichever is the greatest. PART 2 - PRODUCTS .1 Backfill Materials \u00E2\u0080\u00A2 Use backfill materials which have been freed of snow, ice, shale, clay, friable materials, organic matter and all other deleterious materials. 21 \u00E2\u0080\u00A2 Type 1 fill: clean, well graded, hard durable sand and gravel, to the following gradation: u.s. STD Sieve Size % Passing sq mesh (mm) by Weight 2 in. 50 100 1.5 in 40 70-100 No. 4 5 25-55 No. 10 2 10-40 No. 40 0.4 0-15 No. 100 0.15 0-5 \u00E2\u0080\u00A2 Type 2 fill: clean, well graded sand, to the following gradation: u.S. STD Sieve Size % Passing sq mesh (mm) by Weight 3/8 in. 9 100 No. 10 2 75-100 No. 40 0.4 25-100 No. 100 0.15 10-50 No. 200 0.07 0-15 \u00E2\u0080\u00A2 Type 3 fill: uncontaminated material excavated on site with a natural moisture content within 2% of optimum moisture content, as determined by ASTM D968 Method D . . 2 Equipment \u00E2\u0080\u00A2 Excavation Excavate with a backhoe, or by hand, at .the perimeters of the excavation. Otherwise, any equipment may be used. \u00E2\u0080\u00A2 Compaction Compaction of material within 1 m of concrete structures shall be by vibrating plate compacters. Compaction of backfill to within one metre of a concrete structure may be carried out by a ride-on, self propelled, vibrating drum roller capable of compacting the material to the required dry density. General compaction shall be done with a crawler tractor of a mass not less than 180 kN (D8 or equivalent). PART 3 - EXECUTION .1 Excavation 22 \u00E2\u0080\u00A2 Ensure adequate dewatering ahead of excavation as per Section 02140. \u00E2\u0080\u00A2 Excavate in lifts, not exceeding 1.5 m in vertical height stabilizing each lift before starting excavation of succeeding lifts, as per Section 03362. \u00E2\u0080\u00A2 Excavate drainage trenches concurrently with excavation to the final general excavation level. \u00E2\u0080\u00A2 Place spoil in designated waste disposal, stockpile, or fill areas . \u00E2\u0080\u00A2 2 Backfill and Compaction \u00E2\u0080\u00A2 Place type 1 fill in bottom of the excavation under the structure footings around the drainage pipes, and under the slab. \u00E2\u0080\u00A2 Place type 2 fill within 1 m of concrete structures or as directed by the Engineer. \u00E2\u0080\u00A2 Place type 3 fill as common backfill within the tunnel excavation, or as site fill, or as berming over the beam line. \u00E2\u0080\u00A2 Type 1 and 2 fill are to be placed in 200 mm loose lifts. Type 3 fill is to be placed in 300 mm loose lifts. \u00E2\u0080\u00A2 All fill is to be compacted by the controlled use of hauling and spreading equip-ment. Types 1 and 2 fill shall be compacted with vibratory equipment as follows. Type 1 shall be heavily compacted using not less than 6 passes of a vibrating roller (Dynapac CA 25 or equivalent). Type 2 shall be lightly compacted using six complete passes of a vibrating plate compactor, or a walk-behind vibrating roller. During backfilling of tunnel strucutres, material shall be maintained at an equal elevation on each side of the excavation within a tolerance of \u00C2\u00B1 1 m. Section 02343 - Monitoring for Ground Movement PART 1- GENERAL .1 Description The work consists of supplying and installing borehole inclinometers adjacent to the deep part of the Main tunnel excavation and the Booster excavation. PART 2 - PRODUCTS .1 Instrumentation Equipment \u00E2\u0080\u00A2 Borehole in place inclinometers with multi-sensor displacement measuring ca-pability, as manufactured by the Slope Indicator Co., or approved equivalent. 23 PART 3 - EXECUTION .1 Installation \u00E2\u0080\u00A2 Drill 6 pairs of holes spaced along and on opposite sides of the deep parts of the Main ring excavation, to a depth of about 15 m, and 3 holes along the side of the Booster Ring excavation to a depth of about 10 m. Holes to be 76 mm diameter. \u00E2\u0080\u00A2 Install the inclinometers with all accessory equipment, complete with suitable protection from vandalism and accidental damage. SECTION 02413 - Tunnel Drainage and Waterproofing PART 1 - GENERAL .1 Description \u00E2\u0080\u00A2 The work consists of installing an impermeable membrane liner around the overt of the tunnel, and a horizontal drain system at the invert of the tunnel. The horizontal drain system will be installed during tunnel construction, and each section of tunnel connected up and complete before backfilling commences in that section. PART 2 - PRODUCTS .1 Materials \u00E2\u0080\u00A2 Impermeable Liner: low density Polyethylene (L.D.P.E.) 2 mm (80 mil) thick. \u00E2\u0080\u00A2 300 mm (12 in.) diameter longitudinal drains, perforated asphalt coated galva-nized esp; steel thickness 2 mm, to eSA 6163.2 \u00E2\u0080\u00A2 150 mm (6 in.) diameter drains, perforated asphalt coated galvanized esp; steel thickness 1.3 mm. \u00E2\u0080\u00A2 Drain gravel shall consist of clean, free draining aggregates,sized to type 1 fill, section 02220. \u00E2\u0080\u00A2 Prefabricated drains, \"NUDRAIN\" as manufactured by NILEX or approved equivalent, 250 mm wide Type A Strip, 40 mm thick. PART 3 - EXECUTION 24 .1 Impermeable liner to be installed under the supervision of a representative of the man-ufacturer . . 2 Drain pipes to be lengths recommended by the supplier, conforming to straight lengths of tunnel structure . \u00E2\u0080\u00A2 3 Sumps to be installed in the inverts of the access tunnels . . 4 Prefabricated drains to be installed against the walls of the excavations for the Main and Booster Rings, spaced at 2 m horizontally, centre to centre. Hand compaction of backfill material adjacent to the drains shall be done. 2.7.2 Division 3 - Concrete SECTION 03361 - Shotcrete PART 1 - GENERAL .1 Description The work consists of the application of shot crete to the walls of excavated surfaces, where required . \u00E2\u0080\u00A2 2 Definitions \u00E2\u0080\u00A2 Shotcrete. Portland cement concrete applied from a nozzle by compressed air, and containing admixtures as necessary to provide quick set, high early strength and satisfactory adhesion, using the dry-mix process. Steel fibres and micro-silica shall be added to the shot crete. y.. PART 2 - PRODUCTS .1 Materials \u00E2\u0080\u00A2 Cement: Type 10 conforming to CSA CAN3-A23.1 \u00E2\u0080\u00A2 Aggregate: Conform to CSA CAN3-A23.1, ACI 506.2, and ACI 506R-85. \u00E2\u0080\u00A2 Water: Conform to CSA CAN3-A23.1 \u00E2\u0080\u00A2 Admixtures: Conform to CSA CAN3-A26.6 \u00E2\u0080\u00A2 Steel fibres: \"Dramix ZL\" 30/0.50 or equivalent, conforming to ASTM A820. Proportion not less than 60 kg/ m3 of shot crete, dry mix. 25 \u00E2\u0080\u00A2 Micro-silica: Pre-bagged dry. Proportion not -less than 10% dry micro-silica to dry cement weight. Ensure compatibility with all materials . \u00E2\u0080\u00A2 2 Dry-Mix Composition Conform to Gradation No.2 in ACI 506.2 for gradation limits for combined aggre-gate. Cement content to be not less than 385 kg/m3 of dry mix. PART 3 - EXECUTION .1 General \u00E2\u0080\u00A2 Conform to ACI 506.2 and ACI 506R-85 for proportioning and mixing, placing equipment, field quality control and testing. \u00E2\u0080\u00A2 Conform to ASTM Cl018 for flexure toughness and first crack strength testing. \u00E2\u0080\u00A2 Conform to ASTM ClOg for compressive strength using 50 mm cube specimens. SECTION 03362 - Shotcrete Shoring PART 1 - GENERAL .1 Description \u00E2\u0080\u00A2 The work consists of the temporary shoring of open cut excavation surfaces in soil, where required. \u00E2\u0080\u00A2 Shotcrete shoring is the application of shotcrete and the installation of patterned grouted bolts or soil tendons in stages as the excavation proceeds, as specified and as shown on the drawings. PART 2 - PRODUCTS .1 Materials \u00E2\u0080\u00A2 Soil Tendons: Deformed rebar conforming to CSA G30.l2 M grade 400 or thread bar equivalent. \u00E2\u0080\u00A2 Soil Tendon Plates: 200 x 200 x 12 sheet steel, conforming to ASTM 4570 structural grade hot rolled carbon sheet steel and strip. 26 \u00E2\u0080\u00A2 Soil Tendon Grout: 2: 1 sand - ciment fondu mix, or as otherwise specified. \u00E2\u0080\u00A2 Shot crete: Steel fibre reinforced, with micro- silica as per Section 03361. PART 3 - EXECUTION .1 Installation of Soil Tendons \u00E2\u0080\u00A2 Install tendons in holes ensuring full encasement of the tendons in grout. \u00E2\u0080\u00A2 Pull test tendons using a calibrated hollow centred hydraulic ram and pump, with gauge . . 2 Installation of Shotcrete \u00E2\u0080\u00A2 Install shotcrete in accordance with the drawings and Section 03361. SECTION 03100 - Concrete Formwork PART 1 - GENERAL .1 Description The work consists of the construction, erection, and stripping of formwork as required to place the cast-in- place concrete to the outlines defined. PART 2 - PRODUCTS .1 Formwork Materials \u00E2\u0080\u00A2 Face formwork to be in contact with the concrete shall be resin faced plywood or steel. \u00E2\u0080\u00A2 Formwork framing (studs, walers, etc.) shall be construction grade Douglas fir. \u00E2\u0080\u00A2 Shoring shall be construction grade Douglas fir, or heavy duty metal scaffolding systems. \u00E2\u0080\u00A2 Formwork ties shall be proprietary manufacture, fitted with water barriers. \u00E2\u0080\u00A2 Waterstops shall be labyrinth type, neoprene, 150 mm wide. PART 3 - EXECUTION 27 .1 Design All formwork shall be designed by a professional engineer registered in British Columbia. Shop drawings shall bear the engineers seal . \u00E2\u0080\u00A2 2 Construction Formwork shall be sturdily constructed in accordance with good standard practise, and shall be adequately supported and braced to withstand the pressure of wet concrete and construction loadings without undue distortion. The provisions of the W.C.B. shall be followed. SECTION 03200 - Concrete Reinforcement PART 1 - GENERAL .1 Description The work consists of the supply, fabrication, and placement of reinforcing steel to cast-in-place concrete, all as specified and detailed. PART 2 - PRODUCTS .1 Reinforcing Steel \u00E2\u0080\u00A2 All reinforcing steel shall be new billet steel deformed bars conforming to Cana-dian Standard CSA G.30.12, with a minimum yield strength of 400 MPa. \u00E2\u0080\u00A2 All welded steel wire fabric reinforcement shall conform to Canadian Standard CSA G.30.5 and G.30.15. PART 3 - EXECUTION .1 Shop Drawings Detailed shop drawings and bar schedules shall be prepared, showing the position and nUmbering of all bars . . 2 Placement All reinforcing steel shall be securely tied into place to hold reinforcement in its correct position and to prevent displacement during concrete pouring. 28 SECTION 03300 - Cast-in-}>lace Concrete PART 1 - GENERAL .1 Description The work consists of the supply, placement, and finishing of all cast-in-place concrete for the tunnels, shafts and booster building below grade structure. PART 2 - PRODUCTS .1 Concrete All concrete materials shall conform to Canadian Standard CSA Can3-A23.1. Ag-gregate size, compressive strength, slump, and other factors shall be as outlined in the detailed specifications. Concrete additives shall be as permitted by the detailed specifications and shall be in conformance with the relevant CSA and ASTM Specifications. The use of additives other than those listed will not be permitted unless with the express permission of the Owner's engineer. PART 3 - EXECUTION .1 Concrete Placement The placement, vibration and compaction of concrete is of vital importance, and the highest quality of work is demanded. Methods of concrete placement shall be generally as outlined in Canadian Standards CSA A23.1 and A23.3, with particular attention being paid to vibration, compaction, void removal, and exclusion of honeycombing . \u00E2\u0080\u00A2 2 Concrete Finishing Exposed finished concrete surfaces shall be given a finish commensurate with the purpose for which it is intended. Finished floors shall be true and level to within 3mm in 3m, with falls to drain where specified . . 3 Concrete Testing All concrete shall be tested in accordance with the provisions of Canadian Standard CSA A23.2. 29 2.7.3 Division 5 - Metals SECTION 05100 - Structural Metal Framing PART 1 - GENERAL .1 Description The work consists of the supply, fabrication and erection of structual metal framing to support magnets within the existing cyclotron vault. PART 2 - PRODUCTS .1 Structural Components \u00E2\u0080\u00A2 Steel shapes, plate and bar shall conform to Canadian Standard CSA G.40.21, Grade 300W (Grade 350W for hollow structural sections). \u00E2\u0080\u00A2 Welding shall conform to the provisions of Canadian Standard CSA W59. \u00E2\u0080\u00A2 Bolts shall conform to American Standard ASTM A325. PART 3 - EXECUTION .1 Fabrication and Erection \u00E2\u0080\u00A2 The fabricator shall prepare shop detail drawings for approval. \u00E2\u0080\u00A2 All fabrication shall conform to Canadian Standard CSA Can 3 SI6.I. . \u00E2\u0080\u00A2 Erection shall conform to CSA Can 3 S16.1 and shall also conform to W.C.B. Standards and provisions. 2.8 Figures 30 Fig. 1: Excavation for TRIUMF 31 Fig. 2: Excavation for TRIUMF. Cyclotron Vault Under Construction 32 w w \"%j ~. ()Q . w AIR SUPPLY PLENUM CONTINUOUS IN TUNNEL SPRINKLER PIPE CABLE TRAYS----HOSES TO MAGNETS I I At .. COOUNG WATER PIPES ,--, 1 MAGNET 1 I_ - CARRIER -I 1 1 1 1 1 SHEET METAL PANEL WllH 25mm lHERMAL INSULATION SUPPLY REGISTER FlRE MAIN COMPRESSED AIR SPRINKLER PIPE FRESH AIR SUPPLY DUCT CABLE TRAYS COOUNG WATER PIPES 4 \u00E2\u0080\u00A2\u00E2\u0080\u00A2 I .. . :' .' '~. ': .. : .~ . ' '~. . : .. : .~ .' '~. ': .. .: 1 I .. ...... .. .. . \" .. .. ,.. .. t: .. .. .. ,. .. .. ... MAIN RING ruNNEL EQUIPMENT SPACE REQUIREMENTS w ~ \"%j 1-'-()Q ~ SPRINKLER PIPE CABLE TRAYS ~ COOLING WATER PIPES .. .. . -- - 11-------, '--I AIR SUPPLY PLENUM CONTINUOUS IN TUNNEL SHEET METAL PANEL WITH 25mm THERMAL INSULATION COMPRESSED AIR SPRINKLER PIPE A+ 1 I I--~ L __ ~ .. .. . . . . .. 1 MAGNET 1 1_ CARRIER .. I .. . 4 _I ' BOOSTER ruNNEL EQUIPMENT SPACE REQUIREMENTS FRESH AIR SUPPLY DUCT .. .. ., . - . .. . ... ., 35 w Z c( a: a: t-z c( CJ W ~ -m 0 :E it) \u00E2\u0080\u00A2 w a: :::') CJ -II. . -,::, .. ~ 0-. U('l) .- CO a: 0) ..... ~~ 0 .. ~c: U)Q) Q)E \"a. .... -~~ ocr Uw 2.9 Appendix I 37 w.E. HODGE P. Eng. Geotechnical Engineer Stewart-EBA Consulting Ltd. 810, 355 Burrard Street Vancouver, B.C. V6C 2G8 Attention: D.J. Bazett, P. Eng. Dear Sirs: Re: Ttiumf . Kaori Factbty Resporiseto Eatthquake September 4; 1989 This letter contains the results of a \"SHAKE\" analysis undertaken to assess the likely behavior of the proposed Kaon track at the Triumf site in the UBC Endowment Lands during an earthquake. GEOLOGY The physical characteristics of the overburden, from ground level to the top of the Tertiary sandstone, was based on information obtained during conversations with D.J. Bazett and G.E. Rawlings, and from documents produced by these gentlemen. Apparently, as yet, detailed geological knowledge of the lower strata is not available. SOIL COLUMN The SHAKE analysis assumes the ground surface and the underlying strata to be horizontal. Based on the information provided, the overburden was modeled as a single stratigraphic unit consisting of dense to very dense non-cohesive soil, resting directly on sandstone at a depth of 550 feet below ground level. The water table was placed at 180 feet below ground level. The SHAKE analysis is not particularly sensitive to refinements of geotechnical soil classification, and consequently, within the context of this preliminary stage of project investigation, the assumption of the simplified soil profile made here is considered to be both adequate and appropriate. SOIL PARAMETERS The analysis requires the Shear Modulus, the Damping Ratio, and the Unit Weight of the overburden to be given at various depths within the soil column. These values were generated using the relationships proposed by Hardin and Drnevich together with selected values for Void Ratio (0.35) and effective Friction Angle (40 degrees). The Shear Wave Velocity of the sandstone was taken at 8000 feet per second. _. --~------.-. --2203 MacDonald House 1600 Beach Avenue, Vancouver, B.C. V6G.lY7 _ . _ _ i~04) 68~-1448 - 2 -EARTHQUAKE The intensity of the earthquake shaking was modeled on the ground motion which was recorded in the parking lot of the Washington Highways Test Lab in Olympia during the April 13, 1949 Puget Sound earthquake. This ground level seismometer measured a maximum acceleratoin of 0.28g. The work done for this report was based on generated excitations which would produce 0.28g at ground surface at the Triumf site. In this analysis the required level of shaking was produced in two different ways: (a) \"Puget\" The accelerations recorded at Olympia were applied directly at ground surface in the Triumf (numerical) model and allowed to propagate downward, past the levels of the proposed structures. This approach is reasonable because the Olympia site is underlain by 400 feet of alluvial soil, which is somewhat compatible with the Triumf site geology. (b) \"Caltech\" The \"Hard Rock\" acceleration history recorded at the Caltech Seismological Lab in Pasadena California during the February 9, 1971 . San Fernando earthquake were applied to the Triumf soil column at the sandstone level and allowed to propagate upward. The input acceleration levels were adjusted to produce a maximum surface acceleration in the model of O.28g. RESPONSE SPECTRA The Velocity and Acceleration Response Spectra for both excitations were computed for a depth of 30 feet below ground level. These spectra are shown in Figures 1 to 4. STRUCTURAL DISTORTIONS In order to assess the likely distortions to which the buried structure would be subjected during an earthquake of this magnitude, the horizontal movements of the ground were computed in the Time Domain by double integration of the acceleration history at two selected levels. The results are shown in Figures 5 to 8 for depths of 30 feet and 70 feet, for both the Puget and the Caltech excitations. By assuming that the structure will move in a manner which is totally compliant with the ground, it is possible to use these plots to estimate the distortions to which a buried structure would be subjected during a similar seismic event. A shear wave carrying the earthquake motions would travel through the ground at the Triumf site at about 500 to 1000 feet per second. In this case it is conservative to choose the slower speed, and thereby, a wave could be assumed to take about 2 or 3 seconds to traverse the length of the large track. Inspection of the data in the horizontal displacement plots W.E. HODGE P. Eng. Geotechnical Engineer 39 - 3 -indicates that for such a time interval the maximum distortions a structure would undergo would be as follows: Depth below ground surface 30 feet 70 feet Puget Sound EQ 1 in 1580 1 in 1650 San Fernando EQ 1 in 3200 1 in 3040 It therefore appears appropriate to provide the structural designers with the task of designing a structure which can tolerate a horizontal distortion of, say, 1 in 1500 in both the horizontal axes, combined with a complementary vertical component. It is not possible to compute the vertical component using the technique described above, however, Dr. Nathan M. Newmark who was a leading authority in this field, recommended that \"The design spectrum for vertical response be considered equal to 2/3 that for the horizontal response for all frequencies in the amplified velocity or displacement ranges ..... CLOSING REMARK The analysis reported here may be considered appropriate for a Preliminary level of structural design. After a better understanding of the geology has been gained and when site specific geotechnical data is obtained, a more confident estimate could be made of the probable response of the Triumf site to an earthquake. Yours truly, W.E. Hodge, P.Eng. SEBA.l w.E. HODGE P. Eng. Geotechnical Engineer 40 f e e t p e r ;: s Triumf Kaon Factory Velocity Response 'Spectrum, 30 ft. depth 2~\u00C2\u00B7 --------------------------------------------------------~ 1.5 1 ~ 0 5 ..... -.. -... -........ -\"-.--.-_.-_.-.. -_.---\".--.--.-\".-\".--.. \"_ ... -... -.... --.-\".--.--.--.--.--.. --.---.-.-.--.--.. ----.--.. -... _ .. -.... --.--.---.. --._.--._-._--.. --.--._ ..... -.-_.\" .. --._ . . o n d Otc o 1 2 3 4 Period In seconds -t- Puget EQ FIGURE 1 Triumf Kaon Factory Velocity Response Spectrum, 30 ft. depth 1.4 f e 1.2 e t 1 P 0.8 e r ~ 0.6 N S -.----.--.-.. --.------.--.. --.--.--.--.----.--.-... --.-----.-.--.--n-----\u00C2\u00B7---\u00C2\u00B7---\u00C2\u00B7----\u00C2\u00B7---\u00C2\u00B7-....... I -to . .-=t \u00C2\u00B7~\u00C2\u00B7i e 0.4 c 0 n 0.2 d 0 0 1 2 3 4 Period In seconds -+- Caltech EQ FIGURE 2 ~ w Triumf Kaon Factory Acceleration Spectrum, 30 ft. depth 0.6~i --------------------------------------------------~ 0.5 -1+---------_._-------_. __ ._-_._------_._--_. __ ._------------.------.--.--.--------.--.--------gO. 4 ~-----I -...\" +-.---.-------.----.- .------.--.-----.--.----.---.---.---.-----00---.--------.-------.--.--.---00.-.----.--r a v 0. 3 ~--F ----t---.--.------I -.---.-.--.-.----.--.----.--.---.--.--.-.-------------.----.-----.-.----------.---.----t y 0.2 0. 1 - .... ------.--.-----.---.--.---.-----.-.--.. --.--.--.--.--.--.-----.--.----.-.--.. --.. -----.------.---. O'~------------~------------~------------~----------~ o 1 2 3 4 Period In Seconds -e- Puget EQ FIGURE 3 0.7 0.6 0.5 g r 0.4 a v ~ I 0.3 ~ t y 0.2 0.1 0 0 Triumf Kaon Factory Acceleration Spectrum, '30 ft. depth ~------.--.-----.--.------.. -' ... ----.----.. --.----.--.-_. __ ._. __ ._---_._-1 2 3 4 Perl ad In seconds ~Caltech EQ FIGURE 4 ~ V1 m I I I I m a t e r Triumf Kaon Factory Horizontal Displacements, 30 ft. depth 150 r' ----------------------------------------~ 100 5 0 ~~.----.~ ... -I---... - ... - ... - ...... --- .- ... - ... --.-........ -.--.--.--.-... - ... --........ .... -----.. - .. --....... - - ....... - ......... - ... - .... -----... _-_ ... _ .. _ ... _ ... _ ... - .. __ .. _ ......... _ ...... _ .. 01 -- ~~ L __ ~H ,'-\ ~ -. s -50 -100~' ----------~----------~----------~--------~ o 10 20 30 40 Tlma In seconds -- Puget EQ FIGURE 5 ~ 0'\ m I Triumf Kaon Factory Horizontal Displacements, 30 ft. depth 601~--------------------------------------~ 4 0 - -----.--.----------- .--.. --.--.-----------------.-----.----.--.--.--.---.----.--------.--I 2 0 --.- -.--.------.--.--......... --........ - -----------.--.--.------------.- -.- --.--.-.--.-- ----------------------.--.-----I I m e t O I ~ By T ,. \u00E2\u0080\u00A2 f -,.. '\ \u00E2\u0080\u00A2 , ~. ~ .. ~ --\u00E2\u0080\u00A2 y \.. '\" \u00E2\u0080\u00A2 .ty4:~'\" e -20-'-r s -40 -60~' ----------~----------~----------~~--------~ o 10 20 30 40 Time In seconds -Caltech EQ FIGURE 6 t--a w ~ a: .r::, :J .., C!J 0. LL CD ~ \u00E2\u0080\u00A2 ~= a \"'0 (1) .9\" o __ \"'rn (fJ u.'\" \"0 a c::: c c::CD 0 w () CD ..... OE a (J) CD (\J CJ) \",CD C ::l ~~ 0... CD I E -.... 0. ..-s\u00C2\u00B7! ::sO .-... - a I-S ,...-c::: fa .-... 0 J: a a a a a a a to a to to a ,...- ,...- I ,...-E----ECD ..... CD~(J) 47 ~ co m I I I I m Triumf Kaon Factory Hori~ntal DisplacellJents, 70 ft. depth 40~i ----------~--------------------------------------~ 2 0 --------.------.---... -.. --.~-.--.--.--.--.--.----.--.--.. ------.----.---.- -.---------------------------.-----.---.---... - .----~ .... .~v~ ~ .. ~~ 0 1 !WItH ~ ~ .... T ~ ~ ~ ...... 1 -- -e 20 t -e r s -40 -60~1 ----------~------------~----------~----------~ o 10 20 30 40 Time In seconds - Caltech EQ FIGURE 8 2.10 Drawing List 2.10.1 General/Introduction The following drawings accompany this chapter of the report. These drawings represent the conceptual layouts for the scope-of-work included in Design Package 1. 2.10.2 Drawing List PAB-0001 D PAB-0002 D PAB-0003 D PAB-0004 D PAB-0005 D PAC-0001 D PAC-0002 D PAC-0003 D PAC-0004 D PAC-0005 D Tunnel System-General Arrangement Tunnel System-Geologicial Sections Tunnel System-Horizontal & Vertical Alignments Tunnel System-Sections Tunnel System-Typical Construction Method Tunnel System-Booster Complex, Plans of Levers B3 and B2 Booster Building-Sections, Cyclotron Vault Plan and Section Tunnel System-Magnet Shafts Tunnel System-Service Accesses Connection, B-C Transfer Tunnel, Main Ring Tunnel. 49 '\', , i \" . . '. I. WATER COOLING SYSTEMS, TUNNEL VENTILATION AND SITE UTILITIES - DESIGN PACKAGE 2 Chapter 3 Contents 3 WATER COOLING SYSTEMS, TUNNEL VENTILATION AND SITE UTILITIES -DESIGN PACKAGE 2 1 3.1 Introduction...... . ..... . ..... 1 3.1.1 General/Background .... . ... 1 3.1.2 Scope/Objectives of this Assignment 2 3.2 Design Criteria . . . . . . . . . . . . . . . . 2 3.2.1 General/Introduction . . . . .... 2 3.2.2 Low Conductivity Water Cooling Systems 4 3.2.3 Raw Water Cooling Systems . . ..... 6 3.2.4 Tunnel Ventilation Systems . . . . . . . . 11 3.2.5 Electrical Equipment Ventilation and Air Conditioning Systems . 13 3.2.6 Mechanical Control Systems. . . 14 3.2.7 Fire Protection Systems . . . . . 14 3.2.8 Low Level Liquid Waste Systems 14 3.2.9 Site Services ..... 15 3.3 Design Brief ..... .. . . 17 3.3.1 General/Introduction 17 3.3.2 Description of the KAON Factory Accelerator Design 17 3.3.3 Low Conductivity Water Cooling Systems 19 3.3.4 Raw Cooling Water Systems ........ . ..... 22 3.3.5 Tunnel Ventilation Systems . . . . . . . . . . . . . . . 24 3.3.6 Electrical Equipment Ventilation and Air Conditioning Systems . 25 3.3.7 Mechanical Control Systems. . . 26 3.3.8 Fire Protection Systems . . . . . 27 3.3.9 Low Level Liquid Waste Systems 28 3.3.10 Site Services .. . ... ..... 29 3.3.11 Items Recommended for Further Study or Consideration during the Final Design of the Conventional Facilities 33 3.4 Outline Specification and Equipment Schedules 34 3.4.1 General/Introduction .. ....... 34 3.4.2 Division 2 - Site Work (Site Services) 34 3.4.3 Division 3 through 14 '. . . . 36 3.4.4 Division 15 - Mechanical .. 37 3.4.5 Major Equipment Schedules . 42 3.5 Drawing List .... . . . . . 55 3.5.1 General/Introduction 55 3.5.2 Drawing List . . . . . 55 3 WATER COOLING SYSTEMS, TUNNEL VENTILATION AND SITE UTILITIES -DESIGN PACKAGE 2 3.1 Introduction 3.1.1. General/Background a. The D.W. Thomson Consultants Ltd. engineering team was retained in May, 1989 by TRIUMF /KAON to undertake the engineering study and design for the scope-of-work items identified under Design Package 2, as part of the design of the Conven-tional Facilities for the KAON FACTORY. h. The . study period was from May, 1989 through to November 30, 1989. During this period the D.W. Thomson Consultants Ltd. team worked in close cooperation with the project managers , UMA Spantec; with TRIUMF-KAON project personnel; and with other project personnel involved in the design of the Conventional Facilities, including those involved in Design Package 1, Design Package 3, Design Package 4 and Design Package 5, to establish design criteria and to develop conceptual designs for the systems included under Design Package 2. c. The D.W. Thomson Consultants Ltd. team comprised Keller & Gannon, Consult-ing Mechanical Engineers, from San Francisco, California; and Spectrum Engineer-ing Corporation Limited, consulting nuclear engineers, from Peterborough, Ontario. Project management and team leadership was provided by D.W. Thomson Consul-tants Ltd. Keller & Gannon assumed the primary responsibility for the low con-ductivity cooling water systems. Both D.W. Thomson Consultants Ltd. and Keller & Gannon developed together the design criteria for all systems. Spectrum Engi-neering Corporation Limited provided advisory and critique services throughout the design study process, and particularly, during the final documentation phase. The conceptual designs for the raw water cooling systems, the LCW (Low Conductiv-ity Water) systems, and the tunnel ventilation and air-conditioning systems were developed together by D.W. Thomson Consultants Ltd. and Keller & Gannon. d . The methodology employed to establish the design criteria, upon which conceptual sys-. tem:designs could be developed, included the scheduling of workshops with TRIUMF-' . KAON personnel and with personnel from other design teams. This approach re-... sulted in the preparation of a \"Design Criteria Document\" which was circulated, revised, and circulated again after each major workshop, and as the design criteria was established. Section 3.2 of this Chapter of the study consists of the \"design criteria document\" mentioned herein. Section 3.2 is entitled \"Design Criteria\". 1 e. The established design criteria formed the engineering design basis for the development of the recommended conceptual designs for the various cooling and distribution sys-tems. The recommended engineering concepts for the various systems and system components are outlined and described in Section 3.3, \"Design Brief\". f. The D.W. Thomson Consultants Ltd. team wishes to acknowledge and thank the project managers, UMA Spantec; the TRIUMF /KAON project personnel; and the other project personnel involved in the other design packages for their assistance and sup-port in the development of the design of the Design Package 2 systems. 3.1.2 Scope/Objectives of this Assignment a. The KAON Factory Project Definition Study includes the Machine/Accelerator design and the design of the Conventional Facilities (including tunnels, structures, mechan-ical systems, electrical systems, site services, buildings, site development, etc.) This section of the study design report, referred to as Design Package 2, consists of the following scope-of-work items, included in the design of the Conventional Facilities: \u00E2\u0080\u00A2 Low Conductivity Water Cooling Systems (Non Active, Low Active and High Active Systems) \u00E2\u0080\u00A2 Raw Water Cooling Systems \u00E2\u0080\u00A2 Tunnel and Service Building and Booster Complex, Ventilation, Air-Conditioning and Plumbing Systems. \u00E2\u0080\u00A2 Electrical Equipment Ventilation and Air-Conditioning Systems \u00E2\u0080\u00A2 Mechanical Control Systems \u00E2\u0080\u00A2 Fire Protection Systems \u00E2\u0080\u00A2 Low Level Liquid Waste Systems \u00E2\u0080\u00A2 Site Services (including sewers, storm drains, waterlines and gas mains) 3.2 Design Criteria 3.2.1 General/Introduction a. This section of the study outlines the design criteria which was used in the design of the mechanical services associated with the KAON FACTORY machine. Specifically the mechanical services include the following scope-of-work items: \u00E2\u0080\u00A2 Low Conductivity Water Systems 2 \u00E2\u0080\u00A2 Raw Water Cooling Systems \u00E2\u0080\u00A2 Tunnel Ventilation (Air-Conditioning) Systems \u00E2\u0080\u00A2 Electrical Equipment Ventilation (Air-Conditioning) Systems \u00E2\u0080\u00A2 Mechanical Control Systems \u00E2\u0080\u00A2 Fire Protection Systems \u00E2\u0080\u00A2 Low Level Liquid Waste Systems \u00E2\u0080\u00A2 Site Services h. The following Codes, Regulations and Standards will apply to the design of the various building systems: \u00E2\u0080\u00A2 Vancouver Building Bylaw 6134 \u00E2\u0080\u00A2 National Building Code. \u00E2\u0080\u00A2 Canadian Gas-Association National Standard of Canada CAN/CGA-B149.1-M 86. \u00E2\u0080\u00A2 CSA Standard C22.1-1986, Canadian Electrical Code. \u00E2\u0080\u00A2 CSA Standard B51-M1986, Boiler, Pressure Vessel and Pressure Piping Code. \u00E2\u0080\u00A2 N.F.P.A. 13 Sprinkler Systems Installation 1987. \u00E2\u0080\u00A2 N.F.P.A. 14 Standpipe and Hose Systems 1986. \u00E2\u0080\u00A2 NRCC 23175 National Fire Code of Canada 1985. \u00E2\u0080\u00A2 B.C. Power Engineers Boiler and Pressure Vessel Safety Act and Regulations 1982. \u00E2\u0080\u00A2 B.C. Building Code (1985) Parts 1 to 9 inclusive. \u00E2\u0080\u00A2 B.C. Building Code Section 3.7, Building Requirements for Persons with Dis-abilities. \u00E2\u0080\u00A2 B.C. Amendments to 1986 Canadian Electrical Code. \u00E2\u0080\u00A2 B.C. Electrical Safety Branch Bulletins. \u00E2\u0080\u00A2 B.C. Code Amendments, Gas Safety Act and Regulations \u00E2\u0080\u00A2 B.C. Industrial Health and Safety Regulations, Workers' Compensation Board of British Columbia. \u00E2\u0080\u00A2 B.C. Plumbing Code 1985. \u00E2\u0080\u00A2 B.C. Mechanical Fire Protection Guide - Dampers and Closures in Air Handling Systems, 1980. \u00E2\u0080\u00A2 SMACNA Duct Liner Application Standard Dec. 1975, 2nd printing July 1981 \u00E2\u0080\u00A2 SMACNA Fire, Smoke and Radiation Damper Installation Guide, Third Edition 1986 (as amended by B.C. Mechanical Fire Protection Guide, 1980). 3 \u00E2\u0080\u00A2 SMACNA High Pressure Duct Construction Standard 3rd Edition - Nov. 1975, 2nd printing Jan. 1977, Rev. A. , \u00E2\u0080\u00A2 SMACN A Low Pressure Duct Construction Standards 5th Edition Dec. 1976 \u00E2\u0080\u00A2 SMACNA Low Velocity and Duct Construction Standards, Fourth Edition 1969. 3.2.2 Low Conductivity Water Cooling Systems a. LCW systems for the new KAON Factory will include: \u00E2\u0080\u00A2 Low Active Systems to cool all primary beam line components within the shielded areas. \u00E2\u0080\u00A2 Non-Active Systems to cool power supplies and other similar equipment outside the shielded areas. \u00E2\u0080\u00A2 High Active Systems to cool targets, beam dumps and associated equipment. \u00E2\u0080\u00A2 The exact arrangements and capacities for the various systems have been estab-lished through study of alternatives. High active systems will be cooled using low active systems. h. LCW, cooling systems within the Experimental Hall are to be designed with an expan-sion capability of at least 50%. c. Pressure drop allowance across beam line equipment and power supplies is 410 kPa. d. LCW supply temperature should be 25\u00C2\u00B0C (19\u00C2\u00B0C minimum). The temperature rise through magnets is approximately 40\u00C2\u00B0C. The temperature rise through power sup-plies is approximately 10\u00C2\u00B0C. Heat from the LCW systems will be rejected through the use of plate and frame heat exchangers to a raw water system. Heat exchangers will be designed for low pressure drop on the LCW side in order to minimize pressure drop within the LCW systems. In order to protect the deionization equipment from high temperature, the deionization beds will be placed after the heat exchangers. e. The resistivity to be maintained within the LCW systems is 10-15 megohms/em. Resis-tivity meters will be installed at deionizer bed outlets in the makeup and recircula-tion pipelines. An additional resistivity meter will be placed in the main circulating pipeline downstream from its junction with the polishing return pipe. f. The flow through equipment should be maintained within +/-10% tolerance. Flow rates will be established manually, using needle valves on the individual equipment components. The use of constant flow devices (e.g. Griswold), in lieu of manual valves, is recommended to be reviewed at the final design stage. g. The piping system materials will be 304L stainless steel, Schedule 10, with welded joints. Copper piping with brazed joints may be considered for smaller pipe sizes. 4 Piping systems must incorporate proper air venting through the use of both manual and automatic air vents. Drains will be installed at all low points in the systems, consisting of drain valves with hose connections. Piping systems will be closed sys-tems. Expansion and contraction of the piping systems will be controlled through the use of expansion loops. Pipe and fittings will be rated for a working pressure of 1025 kPa. Piping systems will be pressure tested at 1500 kPa for a period of eight hours. h. Stainless steel ball valves will be utilized for pipe sizes 50 mm and less. Isolation valves for pipes greater than 50 mm will be stainless steel butterfly valves. i. P umps will be base-mounted centrifugal type, all type-316 stainless steel construction, installed on concrete housekeeping pads. Flexible connections will be installed on the suction and discharge pipe connections of the pump. Suction strainers will be provided for use in system start-up. Pumping systems should be reliable, as achieved through specification of high quality equipment and materials. Pumps will incorpo-rate mechanical seals. Variable frequency drives (VFD's) on the pump motors will be used for smooth pump start-up and system flexibility, where applicable. j. In order to achieve some scrubbing effects within the LCW pipe lines, the systems will be designed for velocities of nominally 2-3 m/second. k . Pipe systems will utilize a colour-coded identification system, including arrows show-ing ' direction of flow. Potentially radioactive (high active) systems will be further identified. 1. Instrumentation of the piping systems will include: LCW supply and return thermome-ters and temperature sensors; LCW supply and return pressure gauges, and pressure sensors. Temperature and pressure sensors will be connected to a remote monitoring station. Flow meters (annubar Pitot type) will be installed in , the piping mains of each system. All gauges shall be provided with gauge valves. m. Redundant LCW pumps and heat exchangers are not considered to be necessary. e. Resin trap filters will be rated at 1.0 micron nominal and will be located downstream of each deionization bank. o. UV sterilizers and absolute rated filters are not required in the polishing or main loops. p. LCW system make-up capacities will be sufficient to fill any system within a period of two (2) hours. q. It is noted that the Experimental Beam Lines (in the Experimental Hall) can tolerate extra cooling loads if some experiments along the line are not operating. Conse-quently; the water supply temperature to machine components and water cooled electrical equipment will vary from 30\u00C2\u00B0C to 19\u00C2\u00B0C as beam lines and electrical equip-ment are turned on and off. Also, it is understood that the number of beam lines in operation at anyone time will vary from one to all. 5 r. Pressure in low active systems will be such that heat exchanger leakage will be from low active to high active during operating and shutdown conditions. s. Low and high active drainage points will be piped to an active drainage sump (low level liquid waste). t. Low and high active polishing stations will have accessible sample stations to sample water before and after ion exchange. u. High active system polishing loops will perform the following functions - filtration, deionization and degassing. Gases removed will be vented to atmosphere through the main building ventilation exhaust. Component redundancy is not required. 3.2.3 Raw Water Cooling Systems a. Eight cooling load centres have been identified as follows: LOAD A one at the booster ring complex (10 megawatts) LOADS B and C two along the north side of the main ring (10 megawatts each) (Stations 1 and 2) LOADS D and G one at each end of the ring (east and west) (10 megawatts each) (Stations 3 and 6) LOADS E and F two along the south side of the main ring adjacent to the extraction area of the Experimental Hall (10 megawatts each) (Stations 4 and 5) LO AD H one at the Experimental Hall (30 megawatts + 50% expansion = 45 megawatts) h. The expected electrical load for the KAON FACTORY accelerator machine is approx-imately 90 megawatts. The raw cooling water systems are designed to dissipate 100 megawatts of energy. The raw water cooling piping distribution system for the Ex-perimental Hall and Extraction Hall facilities is designed for future expansion and includes for the additional 15 megawatts of energy (future load). Also, space has been provided for an additional cooling tower and associated pumps and equipment, to accommodate the future 15 megawatt load. Of the total energy amount, approx-imately 3% is dissipated to the atmosphere by natural convection and air side \"free cooling\" ventilation systems. The remaining 97% of the energy is removed through the cooling towers via LCW water systems and mechanically cooled (chilled water) air handling systems. c. Each service building and the booster complex has a load, outlined above, of approxi-mately 10 megawatts. 6 The following table outlines the distribution of the 10 megawatts of electrical energy and the dissipation of the resulting 9.7 megawatts of heat. (IE'\" DI$\"III'IO' CIa\" rOt \"PlcaL S[\"IC[ IIILDlla (IOO$'EI CGRPLEI SIIILal) ELECTIICAL LOADS 10 HI TRAMSFORHERS (OUTSIDE) Sill TCHGEAR r- -I ..-- lOS of m- (GRADE LEVEl) m POIIER SUPPLIES FOR HAGNET SYSTEII (LEVEl 8-2) 80t HAGNETS (TUNNEl) 20' RF System Auxilliaries (LEVEl 8-1) 80' RF System Power Supplies (LEVEl B-1) j 90' RF System Hachine Components (TUNNEl) m Electronics (0 I STR 18UlED) m Hechanical Systems Pumps/Hotors/Fans (DISTRIBUTED) m Building Electrical (DISTRIBUTED) HEAT 01551'.'101 a --- 0.2 HI to air (outside) l' ~ 0.1 HII to building ventilation system (40'C) < 5' ~ 0.058 H' to building ventilation system (20'C) 20' 95' ~ 1.106 1111 to non -active LCW system 5' ~ 0.233 HI to tunnel ventilation system (30'C) 95' --- 4.423 HI to low active LCI system 20'--0.116 HII to building ventilation (20'C) 80' --- 0.466 HI to low active LCII system (in tunnel) 10' --- 0,233 HII to building venti lat ion system (lO'C) st -- 0.105 HII to tunnel ventiht ion system (lO'C) 61' ~ 1.404 HII (Anodes) to low active LCII systems 28' ~ 0.581 HII (FERR/CAV/DAHPING) to low active LCW systems 100'--.-0.20 HW to building ventihtion system (20'C) 100' ~ 0.485 HI to building ventilation systems 100'~ 0.243 HII to building ventilation system (20'e) 7 For each of the service buildings and the booster complex, the cooling loads are sum-marized as follows: Water Systems \u00E2\u0080\u00A2 non-active LeW - 1.106 MW . \u00E2\u0080\u00A2 low-active LeW - 6.88 MW Air Systems \u00E2\u0080\u00A2 building cooling \u00E2\u0080\u00A2 tunnel cooling 1.378 - 0.338 MW MW 9.7 MW . In the Experimental Hall a total of 30 megawatts is planned for initially with expan-sion capability to 45 megawatts. All of the electrical energy is expected to be dissipated through the raw water system via LeW water systems in the Experimental Hall. The following table is a summary of the anticipated connected Experimental loads and the corresponding connected design loads, for each of the identified beam lines and/ or machine components. 8 Low Active Systems Expected Load Design Load North Beam Line 5,100 KW 5,000 KW Neutrino Line 7,600 KW 7,500 KW Proton Beam Line 5,700 KW 6,000 KW (includes 5,000 KW High Active) South Beam Line 10,400 KW 11,000 KW (includes 5,000 KW High Active) 20 Ge V Beam Line 42000 KW 5,000 KW Totals 32,800 KW 34,500 KW Non Active Systems Extraction Hall Power Supplies 22000 KW 2,000 KW Sub Totals 2,000 KW 2,0~)o KW North Beam Line Power Supplies 2,000 KW 2,000 KW Neutrino Line Power Supplies 500KW 500KW Proton Line Power Supplies 1,000 KW 1,000 KW South Beam Line Power Supplies 2,500 KW 2,500 KW Sub Totals 6,000 KW 6,000 KW Experiment Components in 6 GeV Hall 2,000 KW 2,000 KW Experiment Components in Exp. Hall 5,800 KW 7,000 KW Experiment Components in Neutrino Hall 1,000 KW -1,000 KW Sub Totals 8,800 KW 10,000 KW Totals 16,800 KW 18,000 KW It should be emphasized that not all of the connected loads are operational at one time. d. The raw water cooling systems are to be designed on the basis of free cooling (evapo-rative) and no refrigeration or chillers will be employed. The following evaporation rates correspond to the extracted heat loads, as follows: Energy Loads 90 megawatts (307 million BTU's) 100 megawatts (341 million BTU's) 115 megawatts (392 million BTU's) Peak Evaporation Rates 135,000 KgJhr (298,000 Ibs.Jhr) (approximately 600 GPM) 150,000 KgJhr (331,000 Ibs.Jhr) (approximately 660 GPM) 173,000 Kg/hr (380,000 lbs./hr) (approximately 750 GPM) Note that the peak evaporation rates listed above correspond to energy loads equiv-alent to 97 percent of the energy loads listed. 9 The necessary bleed-off rate to keep the level of dissolved solids low will be about 380 f-/min. (100 GPM). During cool outside conditions the evaporation rate will be reduced by approximately 380 .elmin (100 GPM). e. Specific temperature design data is summarized as follows: Ambient Raw Water Low or Non- High Active Wet-Bulb Temperature Active Systems Systems 18\u00C2\u00B0C 22\u00C2\u00B0C 23.5\u00C2\u00B0C 25\u00C2\u00B0C 20\u00C2\u00B0C 24\u00C2\u00B0C 25.5\u00C2\u00B0C 27\u00C2\u00B0C 23\u00C2\u00B0C 27\u00C2\u00B0C 28.5\u00C2\u00B0C 30\u00C2\u00B0C It is to be noted that the maximum expected temperatures correspond to the 23\u00C2\u00B0C ambient wet bulb figure. The temperatures associated with the 20\u00C2\u00B0C ambient wet bulb temperature will be exceeded approximately 12 hours per year. Similarly, the temperatures associated with the 18\u00C2\u00B0C ambient wet bulb temperature will be ex-ceeded approximately 130 hours per year. f. It is required that the raw cooling water systems be divided into 2 or 3 separate systems, as follows: \u00E2\u0080\u00A2 BOOSTER COMPLEX SYSTEM The booster complex system is to be a separate one comprising cooling towers, pumps, heat exchangers, etc. It is expected that the booster ring complex will be placed into operation prior to the main rings and Experimental Hall facilities. \u00E2\u0080\u00A2 MAIN RING CENTRAL SYSTEM The main ring central raw cooling water system is to provide raw cooling water to each of the six mechanical service buildings located around the perimeter of the main ring. \u00E2\u0080\u00A2 EXPERIMENTAL HALL SYSTEM A raw cooling water system is to provide raw cooling water to various heat exchangers and loads in the Extraction Hall, Experimental Hall, and in the 20 Ge V Hall. While this system is considered to be a separate system, expandable by 50% to meet future demands, it will be incorporated into the main ring central raw water cooling system. g. All raw water cooling systems will use conventional forced-air cooling towers for reject-ing the heat to the air. h. Cooling towers, heat exchangers, and pumps provided to serve the Experimental Hall should not be located such that they prohibit extension of the beam lines in the future. i. High active LCW systems are expected to be contained within shielding within the Experimental Hall to cool targets and beam dumps. Design temperature criteria for 10 these systems might possibly be relaxed. Revision of any design temperature criteria must be reviewed and approved by TRIUMF personnel providing magnet design. j. Under some ambient conditions, steam will rise from the cooling towers. The visual impact from roadways or structures that are located off the TRIUMF facility site is to be minimized in the siting of the cooling towers. Analysis should be undertaken concerning possible chemical treatment required at the cooling towers, in order to address environmental concerns associated with impact of these chemical treatment systems on the surrounding area. k. An analysis is recommended to be undertaken (during the final design stage) to find alternate methods of controlling total dissolved solids in the raw water other than high bleed-off rates. 1. Noise generated by mechanical equipment, such as the cooling towers, is a concern and should be a consideration in selection of the equipment. Special baffling may be required. m. Redundant cooling tower modules and associated pumps are not necessary. n. Pumping and piping arrangements are to be developed to ensure maximum flexibility of the central raw cooling water stations (number of pumps, cooling tower cells, etc.). m. Because the raw water system is an open system, raw water cooling system pressure will be such that any heat exchanger leakage will be to raw water from low active water during operating and shutdown conditions. 3.2.4 Tunnel Ventilation Systems TUNNEL VENTILATION - BEAM ON a. Based on the information contained in the previous section, approximately 60 megawatts of energy is input to the main ring and 3.4% of this (2.03 megawatts) is rejected to the tunnel air. h. The maximum allowable tunnel temperature is 30\u00C2\u00B0C and this should be held stable once the beam is on although a laC/hour rate of change is acceptable. It is preferable to maintain a onstant day/night temperature. When it is seasonally possible the set point should be lowered although 25\u00C2\u00B0C is likely the lowest desirable set point. c. The 30\u00C2\u00B0C set point was strongly recommended as higher temperatures negatively affect equipment and electrical conductors, even though such a low maximum temperature will require mechanical (refrigerated) cooling during the summer. 11 d. The use of fan/coil units (located in tunnels) for handling the tunnel cooling load, was investigated and was rejected because of maintenance and potential radioactive handling problems. e. Ventilati~n shafts from the tunnel to the surface will be configured to avoid line-of-sight or reflection routes for radiation. f. Tunnel radiation levels are expected to be low. The exhaust air requires HEPA filtering but not a filtration system of the sophistication required for hot cells or other high level, or possible high level applications. HEPA filters filtering exhaust air will have provision for contamination control during replacement such that the spreading of contamination is minimized. g. Provision of air seal barriers at various locations is acceptable, as follows: \u00E2\u0080\u00A2 between the cyclotron vault and booster tunnel \u00E2\u0080\u00A2 between the booster tunnel and driver tunnel \u00E2\u0080\u00A2 between the main ring access tunnels and the respective service buildings, and \u00E2\u0080\u00A2 between the extraction tunnel and the Experimental Hall It should be noted that all piping, duct or electrical penetrations through these air seals will be required to be properly sealed. h. In order to achieve negative pressure within the tunnel, exhaust fans will draw air from the tunnel. This air will be HEPA-filtered prior to discharge at grade. If the tunnel is sealed relatively well, total exhaust quantities will be in the range of 470 f/sec to 940 f/sec (1,000 to 2,000 cfm) at each service building. This corresponds to an air change rate of ~ to ~ air changes per hour. It is recognized that sealing of all openings and penetrations into the tunnel is a major design issue that must be considered by all engineering disciplines. i. Cooling will be provided by mechanically cooled air conditioning systems located at each of the load centers around the tunnel. Air capacity of these systems will be approximately 23,600 f/sec (50,000 cfm) each. Air will be distributed along the length of the tunnel, utilizing a plenum created at the top of the tunnel structure. All air associated with these systems will be recirculated. Relatively efficient filtration will be provided for these systems. Provision will be made to \"bag\" filter media such that contamination control is maintained and personnel exposure minimized. j. In the event of smoke purge, the recirculation system fans will be reversed such that smoke is drawn into the plenum near the point of origin along the tunnel. The exhaust air will then be directed up shafts for discharge at grade. This exhaust air must be discharged through HEPA filters. An automatic filter bypass will be provided to ensure exhaust flow is maintained in the event HEP A filters become plugged. Filters will be provided on the air intake for the smoke purge make-up. 12 k. In order to maintain a reasonable temperature in the tunnels during equipment shut-down, small make-up units with electric heating coils will be provided. These units will run in conjunction with the exhaust fans providing negative pressure control. Make-up units will be provided with particulate filters to prevent the introduction of dust. 1. REP A filters performing a radioactive containment function will have in situ efficiency performance test and redundancy features. The redundancy feature is provided by installing a fan/filter arrangement at each one of the six service buildings. m. It is recommended that CSA CAN3-N288.3.2 High Efficiency Air Cleaning Assemblies for Normal Operation of Nuclear Facilities be considered in the design of the air systems. TUNNEL VENTILATION - BEAM OFF a. During \"beam off\" the tunnel conditions will be designed to satisfy worker comfort with respect to temperature, humidity and ventilation rates. h. Tunnel purging will likely be required for radioactive/ozone elimination prior to per-sonnel access. The main tunnel system, using outside air passed through the intake (95% efficiency) filters and discharging air through the smoke purge REPA filters, will be used for this purpose. EXPERIMENTAL HALL VENTILATION - TARGETS a. The first level of radiation containment around the targets will be a shielded vacuum chamber (not part of Package 2). External to this will be a space enclosed by con-ventional shielding blocks. This space will be exhausted and HEPA filtered (part of Package 2) following the same criteria as detailed above for tunnel ventilation. 3.2.5 Electrical Equipment Ventilation and Air Conditioning Systems a. Air handling systems will be provided to remove heat given off the surface of electrical equipment located in each of the main ring service buildings and booster complex. h. Two separate temperature classifications for electrical equipment associated with the service buildings have been identified: 13 \u00E2\u0080\u00A2 The first classification includes equipment located inside the building requiring forced ventilation using outside air only. The nominal maximum temperature identified for this equipment is 40\u00C2\u00B0C. The equipment in this classification in-cludes switchgear (located at grade level and level Bl) and mechanical equip-ment motors (located at grade level, level B1 and level B3). \u00E2\u0080\u00A2 The second classification includes electrical equipment requiring a maximum air temperature of 20\u00C2\u00B0C. This equipment is distributed between grade level, level B1 and level B2. \"Free cooling\" using outside air will be used whenever the outside air temperature is sufficiently low (approximately 10\u00C2\u00B0C ). Mechanical cooling utilizing a chiller will be used at other times. Air in this system will be filtered with 85% efficient filters. In order to avoid cooling all spaces to 20\u00C2\u00B0C, the two classifications of equipment should be physically separated by walls. 3.2.6 Mechanical Control Systems a. A direct digital control system will be provided for the monitoring and control of me-chanical system components for the Design Package 2 systems. b. Separate monitoring and control stations are to be provided in each of the six service buildings; one in the booster complex; and one for the extraction (Experimental Hall areas). A separate, remote, monitoring only, station is to be provided in the main KAON FACTORY control room in the booster complex. c. Appropriate sensing devices are to be installed for monitoring and controlling various systems and system components. 3.2.7 Fire Protection Systems a. A pre-action fire sprinkler system will be utilized to protect the tunnel and personnel. b. Hose stations will be provided near tunnel access points 3.2.8 Low Level Liquid Waste Systems a. Storm drainage sumps are required to intercept ground water from around the tunnels, service buildings, booster complex and extraction/Experimental Hall areas, and to discharge the ground water to the on-site storm drainage system. 14 h. Sanitary floor drainage systems are required to intercept floor drainage (spills) from the KAON MACHINE components, or associated systems components, so that the waste can be monitored for radioactivity, and diluted, if necessary, prior to discharging to on-site sanitary sewers. c. Sump surfaces will be finished to facilitate decontamination. Sumps will be vented to the active filtered exhaust such that it is under negative pressure with respect to the building. d. Provision will he made to mix sanitary sump contents to ensure uniformity of samples. Sampling means will be provided. e. Provision will be made to empty the sanitary sump either through a metered discharge to site domestic effluent sewers to maximize dilution or into drums for subsequent processing/ disposal. f. All controls will be local but level alarms will be fed to the central control room. g. There will be a redundant pump in each storm sump and in each sanitary sump. 3.2.9 Site Services a. The various codes, regulations, design guides, etc. are recommended as design criteria for each of the respective site utility services. These items are listed separately for each site utility service. h. Sanitary Sewage Systems Governing Codes and Regulations 1. The British Columbia Building Code 2. The Province of British Columbia Plumbing Code Other Design Documents \u00C2\u00B73. The University of British Columbia Requirements 4. The City of Vancouver Requirements 5. The Greater Vancouver Sewage and Drainage District Requirements 6. Water and Pollution Control Federation Guidelines c. Storm Drainage Systems Governing Codes and Regulations 1. The British Columbia Building Code 15 2. The Province of British Columbia Plumbing Code Other Design Documents 3. The University of British Columbia Requirements 4. The City of Vancouver Requirements 5 . . The Greater Vancouver Sewage and Drainage District Requirements 6. Water and Pollution Control Federation Guidelines 7. Provincial Ministry of Environment Requirements 8. Federal Ministry of Environment Requirements d. Water Distribution Systems Governing Codes and Regulations . 1. The British Columbia Building Code 2. The Province of British Columbia Plumbing Code Other Design Documents 3. The University of British Columbia Requirements 4. The City of Vancouver Requirements 5. The Greater Vancouver Water District Requirements 6. America Water Works Association Guidelines 7. National Fire Protection Association Design Guidelines e. Natural Gas Systems Governing Codes and Regulations 1. The British Columbia Building Code 2. The Province of British Columbia Plumbing Code 3. National Standard of Canada,CAN/CGA-B149.1 Natural Gas Installation Code Other Design Documents 4. British Columbia Gas Requirements 5. The University of British Columbia Requirements 16 3.3 Design Brief 3.3.1 'General/Introduction a. This section of Chapter 3 consists of a description of each of the scope-of-work systems or items included under Design Package 2 for the design of the Conventional Facilities associated with the KAON FACTORY ACCELERATOR machine. h. While Section 3.2 outlined the design criteria, which was established during the study period, this section outlines and describes the concepts for the design of each of the systems or items based upon the previously established criteria. c. The KAON FACTORY accelerator machine, and the associated building and tunnel facilities, consumes approximately 90 megawatts of electrical power while the ma-chine is operating. This energy cannot be dissipated easily but must be extracted continuously through water systems and air systems while the machine is operating. d. Low Conductivity Water (LCW) systems are used to extract heat from many of the components of the KAON FACTORY accelerator machine such as magnets, power supplies for magnets, RF System Auxiliaries, RF System machine components, beam . dumps, targets and other experiment components. These systems are classified as non-active systems where they are serving components that are not subjected to possible radioactivity; low active systems where they are serving components that are subjected to low levels of radioactivity; and high active systems where they are serving components that are subjected to high concentrations of radioactivity. e. The heat extracted by LCW systems from the machine components or by air systems within tunnel and building systems is rejected to a raw cooling water system con-sisting of centrally located cooling towers and a raw cooling water supply and return distribution system. f. Some of the air systems require air-conditioning (refrigeration) to maintain satisfactory operating temperature conditions as well as to extract the heat. The heat from the required chillers is also rejected to the central raw cooling water system. i 3.3.2 Uescription of the KAON Factory Accelerator Design a. The developed KAON FACTORY accelerator machine consists of five accelerator and storage rings; the existing cyclotron facility; an extraction hall area where the ex-tracted beam is divided into four primary beam lines; an Experimental Hall where the four extracted beam lines are directed; and a Neutrino facility and a 20 GeV Hall. 17 h. The injection beam emanating from the existing cyclotron facility leaves the North face of the existing TRIUMF building and is directed along the IA Tunnel towards the B<> 59 Accommodation Schedule: New Stores/Receiving Building CODE COMPONENT SPACE UNITS A/U AREA STAFF PLT Plant Office 1 13.0 13.0 1 Workstation Area 1 \u00C2\u00B719.5 19.5 3 Office Storage Area 1 8.0 8.0 Technician Bench Area 1 31.2 31.2 6 Lounge/Locker Room 1 18.0 18.0 10 Tool Storage Area 1 15.0 15.0 Trades Workshop Area 1 30.0 30.0 5 Materials Storage Area 1 25.0 25.0 Cleaning Supplies Storage 1 18.0 18.0 Janitors Lounge/Lockers 1 20.0 20.0 15 --Totals, Plant 197.7 40 SEC Security Office 1 13.0 13.0 1 Gate ControllDosimeter Area 1 35.0 35.0 1 Lounge/Locker Room 1 15.0 15.0 5 Break Area 1 40.0 40.0 Totals, Security 103.0 7 SOF Stores Office 7 13.0 91.0 7 Offices Workstation Area 1 26.0 26.0 4 Waiting Area 1 7.5 7.5 Storage/Office Machines 1 8.0 8.0 Totals, Stores 132.5 11 STR Stores Customer Area 1 8.8 8.8 Stores Counter Area 1 18.0 18.0 4 Secure Storage Area 1 100.0 100.0 Flammable Liquids Storage 1 25.0 25.0 Gas Bottle Storage 1 50.0 50.0 Forklift Charge Station 1 12.0 12.0 Open Storage Area 1 400.0 400.0 2 Receiving Area 1 75.0 75.0 2 --Totals, Stores 688.8 8 60 6.7 Outline Specifications 61 6.7.1 Division 2 - Site Work SECTION 02050 DEMOLITION \u00E2\u0080\u00A2 Selective demolition of existing administration and workshop buildings to suit alter-ations and additions. \u00E2\u0080\u00A2 Disassembly and reassembly to revised design of existing helium building at new location. \u00E2\u0080\u00A2 Clearing and grubbing to leave sites for roads and buildings ready for construction. SECTION 02200 EARTHWORK \u00E2\u0080\u00A2 Excavation and backfill for buildings will be provided by both the tunnel excavation and the building contractor. The service buildings, capacitor buildings and booster building will be situated in areas already excavated by the tunnel contractor. Any additional excavation necessary for these buildings will be provided by the tunnel contractor. \u00E2\u0080\u00A2 Excavation and backfill for the remainder of the buildings will be performed by the building contractor associated with specific buildings. SECTION 02400 LANDSCAPING \u00E2\u0080\u00A2 All plant material to meet B.C.S.L.A./B.C.N.T.A. approved standards. \u00E2\u0080\u00A2 The preparation of the sub-grade shall by rough grading and filling, provide a base which will allow for positive drainage in all landscaped areas and for placement of topsoil to the specifie6. depths. \u00E2\u0080\u00A2 Topsoil depths for landscaped areas shall be as follows: - Grass areas - 150 mm - Shrub areas - 450 mm - Tree pits - 300 mm \u00E2\u0080\u00A2 The subgrade shall be scarified to a minimum depth of 150 mm immediately before placing topsoil. 62 \u00E2\u0080\u00A2 Topsoil shall be of good approved quality, and shall be fine graded after placing to the finished elevation and contours required. Rough spots and low areas shall be eliminated to ensure positive surface drainage throughout. \u00E2\u0080\u00A2 The surface shall be finished smooth, uniform, firm against deep foot printing with a fine loose surface texture. \u00E2\u0080\u00A2 Trees, shrubs and grass shall be planted only during periods that are normal for such work, as determined by local weather conditions. \u00E2\u0080\u00A2 All plant materials shall be in healthy, well developed condition, with vigorous fibrous root systems, and shall be free from defects, decay, injuries, plant disease, or insect infestation. \u00E2\u0080\u00A2 Plants shall be set plumb in the planting beds, and shall be planted so that after settlement, they shall be at the finished elevation flush with surrounding topsoil and planting area. \u00E2\u0080\u00A2 All newly planted trees shall be braced upright in position with approved hoses, guy wires and/or stakes. All tree support methods shall be such that they do not damage the tree. \u00E2\u0080\u00A2 Maintenance of all grassed and planted areas shall be carried out by the Contractor for 45 days after final approval, in a manner appropriate to establishing the plant material and keeping it in a healthy and growing condition. This includes water-ing, reseeding, fertilizing, pruning, weeding, and replacement of plant material, if required. \u00E2\u0080\u00A2 The Contractor shall guarantee all plant materials and workmanship for a period of one (1) year from final acceptance. \u00E2\u0080\u00A2 Clean up all areas where dirt may accumulate, including leaving concrete sidewalks hosed down and cleaned, all as a result of the work of this contract only. SECTION 02450 CHAIN LINK FENCE \u00E2\u0080\u00A2 All fencing for the site shall be 9 gauge galvanized wire mesh at a height of 2.5 m. SECTION 02500 ASPHALT PAVING \u00E2\u0080\u00A2 All roads, parking areas and storage areas to be paved. \u00E2\u0080\u00A2 Paving ,shall be installed to 75 mm thickness after compaction over 150 mm gravel sub-base. 63 SECTION 02510 WALKWAY PAVING \u00E2\u0080\u00A2 Pedestrian walkways will be unit concrete or brick pavers laid over a concrete slab or 150 mm compacted sand at the main entry area to the office building. \u00E2\u0080\u00A2 Pedestrian paving on all parts of the site except the office building main entry will be 75 mm concrete slab. 6.7.2 Division 3 - Concrete \u00E2\u0080\u00A2 Concrete, concrete materials, and methods of construction shall conform to CAN3-A23.1-M. \u00E2\u0080\u00A2 Concrete to attain a minimum compressive strength at 28 days of 30 MPa. \u00E2\u0080\u00A2 Reinforcing steel to be deformed bars conforming to CSA G30.12-M, Grade 400. \u00E2\u0080\u00A2 Welded wire mesh shall conform to CSA G30.5. \u00E2\u0080\u00A2 Sealer shall be two coats of clear penetrating water repellant. 6.7.3 Division 4 - Masonry SECTION 04200 UNIT MASONRY \u00E2\u0080\u00A2 Concrete block shall be used in vertical shafts, electrical vault walls, internal 2-hour rated walls and booster transformer yard. \u00E2\u0080\u00A2 Material shall be as follows: - Concrete block - 15 MPa. - Mortar - type N or S. 6.7.4 Division 5 - Metals SECTION 05100 STRUCTURAL STEEL \u00E2\u0080\u00A2 Steel framing in all buildings and canopy. 64 \u00E2\u0080\u00A2 Workmanship and fabrication shall be in accordance with CAN3-S16.1-M. \u00E2\u0080\u00A2 Welding shall conform to CSA W59. \u00E2\u0080\u00A2 All structural steel members (rolled shapes and plates) shall conform to CSA G40.21-M, Grade 300W. \u00E2\u0080\u00A2 All hollow structural sections to conform to CSA G40.21-M, Grade 350W, Class C. \u00E2\u0080\u00A2 High tensile bolts to conform to ASTM A325. \u00E2\u0080\u00A2 Anchor bolts to conform to ASTM A307. \u00E2\u0080\u00A2 Structural floor deck shall be Grade A structural quality with a wiped coat zinc coating of ZF75, ribbed faced for concrete bond. \u00E2\u0080\u00A2 Steel roof deck shall be Grade A structural quality with a galvanized coating to Z275. SECTION 05500 METAL FABRICATIONS \u00E2\u0080\u00A2 Bicycle racks and 38mm steel pipe handrails. \u00E2\u0080\u00A2 Steel and welding requirements as indicated in 05100. 6.7.5 Division 6 - Wood and Plastic SECTION 06200 CARPENTRY \u00E2\u0080\u00A2 Installation of backing supports, doors, hardware and accessories. \u00E2\u0080\u00A2 Supply and installation of millwork to AWMAC Standards. SECTION 06600 PLASTIC FABRICATIONS \u00E2\u0080\u00A2 Supply and installation of translucent glass reinforced plastic. 65 6.7.6 Division 7 - Thermal and Moisture Protection SECTION 07100 WATERPROOFING \u00E2\u0080\u00A2 Applied to all below grade foundations. \u00E2\u0080\u00A2 Minimum two coats bituminous dampproofing. SECTION 07200 INSULATION \u00E2\u0080\u00A2 Applied to all exterior walls; minimum RSI 2.1 value glass fibre insulation. \u00E2\u0080\u00A2 Applied to interior partitions; minimum RSI 1.4 value glass fibre batt insulation. \u00E2\u0080\u00A2 Applied to all roofs on concrete or steel deck; minimum RSI 3.5 rigid glass fibre or polystyrene foam. \u00E2\u0080\u00A2 Applied to exterior of foundation walls; minimum RSI 1.5 rigid glass fibre insulation. SECTION 07450 METAL SIDING \u00E2\u0080\u00A2 Typical exterior prefinished metal cladding with 35 mm deep profile; colour to be selected by consultant. \u00E2\u0080\u00A2 Galvanized steel including all cap flashings .60 mm thickness. \u00E2\u0080\u00A2 Perimeter high level translucent plastic glazing panels will be installed in service buildings, receiving/stores and helium building in conformance with fire resistance requirements of the B.C. Building Code. (Flame spread rating not to exceed 75). SECTION 07500 MEMBRANE ROOFING \u00E2\u0080\u00A2 Two-ply modified bituminous roofing installed to RCABC standards. \u00E2\u0080\u00A2 Twin sealed units constructed with laminated or tempered glass installed in propri-etary aluminum glazing bar system. 66 6.7.7 Division 8 - Doors and Windows SECTION 08100 HOLLOW METAL DOORS AND FRAMES \u00E2\u0080\u00A2 Typical exit door or exterior access door. \u00E2\u0080\u00A2 Material to be 1.2 mm wipe coat galvanized steel. SECTION 08200 WOOD DOORS \u00E2\u0080\u00A2 Typical office/interior door. \u00E2\u0080\u00A2 Material to AWMAC standards for institutional grade doors. SECTION 08300 OVERHEAD STEEL DOOR \u00E2\u0080\u00A2 Located in all buildings at loading bays. \u00E2\u0080\u00A2 Heavy duty steel roll-up type. SECTION 08400 ALUMINUM STOREFRONT DOORS \u00E2\u0080\u00A2 Front entry doors to west wing of office building. \u00E2\u0080\u00A2 FUll glazed panels with safety glass. SECTION 08500 ALUMINUM WINDOWS \u00E2\u0080\u00A2 Typical building windows. \u00E2\u0080\u00A2 Twin seal glazed windows in aluminum frames. 6.7.8 Division 9 - Finishes SECTION 09100 METAL SUPPORT SYSTEMS 67 \u00E2\u0080\u00A2 Support structure for external metal clad walls and internal partitions. \u00E2\u0080\u00A2 Materials shall be .50 mm on interior walls and .80 mm on exterior walls. SECTION 09250 GYPSUM WALLBOARD \u00E2\u0080\u00A2 Typical interior wall finish. \u00E2\u0080\u00A2 Material to be 12.7 mm standard or 15.9 mm type \"X\" as required. SECTION 09254 CEILING SUSPENSION SYSTEMS AND ACOUSTIC TILE \u00E2\u0080\u00A2 Typical ceiling finish. \u00E2\u0080\u00A2 Material to be prefinished zinc coated cold rolled steel exposed tees suspended by wire hangers. \u00E2\u0080\u00A2 Ceiling tile to be white lay-in acoustic mineral non-combustible material. \u00E2\u0080\u00A2 Sealer Penetrating sealant to be applied to all steel trowelled concrete floors. SECTION 09300 TILE \u00E2\u0080\u00A2 Located in west wing office entry area and washrooms; material to be quarry tile applied with thick set method. \u00E2\u0080\u00A2 Ceramic tile installed in all washrooms on floors and walls with \u00E2\u0080\u00A2 application by thin set method. SECTION 09500 ACOUSTIC TREATMENT \u00E2\u0080\u00A2 Acoustic wall fabric applied to side and end walls of Auditorium. SECTION 09675 RESILIENT TILE \u00E2\u0080\u00A2 Typical on all floors except director's office. 68 \u00E2\u0080\u00A2 Material to be 3 mm vinyl composition tile glued to floor slab. SECTION 09680 CARPET \u00E2\u0080\u00A2 Located in director's office. \u00E2\u0080\u00A2 240z nylon level loop direct glue down application. SECTION 09900 PAINTING \u00E2\u0080\u00A2 All exposed surfaces, existing interior . painted surfaces, including walkway canopy exposed roof structure. \u00E2\u0080\u00A2 Exposed steel to be prepainted prior to site delivery. \u00E2\u0080\u00A2 One coat undercoat and two finish coats to Master Painters and \u00E2\u0080\u00A2 Decorators standards. 6.7.9 Division 10 - Specialties SECTION 10500 LOCKERS \u00E2\u0080\u00A2 Prefinished metal lockers 300 x 450 x 1050. SECTION 10600 TOILET PARTITIONS \u00E2\u0080\u00A2 Metal toilet partitions located in all multiple stall washrooms. SECTION 10800 TOILET AND BATH ACCESSORIES \u00E2\u0080\u00A2 Normal washroom accessories for male and female washrooms. \u00E2\u0080\u00A2 HIC stalls where required. 69 6.7.10 Division 11 SECTION 11130 AUDIO VISUAL EQUIPMENT \u00E2\u0080\u00A2 Special equipment for the Auditorium includes video cameras, large 3.65 m square video projection screen, rostrum camera, remote control from common terminal, sound system and possible future teleconferencing. SECTION 11400 FOOD SERVICES EQUIPMENT \u00E2\u0080\u00A2 Equipment for Cafeteria kitchen including gas range and fryer, walk-in refrigerator, dishwasher, ice cube maker, heavy duty microwave ovens, stainless steel serving and salad tables, extract hoods and small appliances . . 6.7.11 Division 12 SECTION 12700 MULTIPLE SEATING \u00E2\u0080\u00A2 Auditorium fixed seats with upholstery and folding arm. Reference seat is Ducharme model 1603 chair with T4 folding arm as supplied by Shanahan's Limited. 6.7.12 Division 14 - Conveying Systems SECTION 14200 ELEVATORS \u00E2\u0080\u00A2 Hydraulic Passenger Located in office building, 1134 Kg capacity; 2130 mm x 1520 mm car \u00E2\u0080\u00A2 Geared Freight Located in booster building and service building 1.5 tonne capacity, 2800 mm x 3300 mm cat:: Car speed 0.3 - 0.5 m/s. \u00E2\u0080\u00A2 Hydraulic Freight Located in office building, 1134 Kg capacity; 2130 mm x 1520 mm car. SECTION 14600 HOISTS AND CRANES 70 \u00E2\u0080\u00A2 Located in service buildings, main ring shaft access building, technical services build-mg. \u00E2\u0080\u00A2 All cranes will be Class B with A/C Thyvistor stepless static speed controls on all motions; \u00E2\u0080\u00A2 Crane capacities are as follows: - Service buildings: 5 tonne crane in buildings, - 5 tonne electrically operated monorail crane for shafts in Bldgs. 2,3,4,5,6. - Main ring access building: 30 tonne crane - Technical services building: 20 tonne crane 6.7.13 Division 15 - Mechanical 1. AIR HANDLING UNITS - Factory built with coils water tested and ARI certified. - Fans to AMCA Bulletins regarding construction and testing. - Draw through type suitable for medium pressure operation. - Complete with heating coil, filter section, cooling coil and mixing section. - Internal motor/fan on 50 mm deflection spring isolation. - 50 mm internal insulation (50 mm thick rigid 350 Kg/M3 density neoprene coated insulation). - Access doors to fan housing, filter section. - Marine type protected lights at fan, access and mixing section. - Filter shall be fibreglass media, Farr 30/30 replacement media 85-95% or equivalent. - Electrical services 480/3/60. 2. CHILLER - Centrifugal type. - CSA approval and conform to ASME Code Section VIII and applicable Federal, Provincial and local codes. - Shell and tube type for the evaporator and condenser. - Capacity control by means of variable inlet guide vanes located in compressor suction. - Microprocessor based fully automatic control systems with diagnostic display. - Insulation for compressor motor, purge chamber and miscellaneous piping. - c/w starter and capacitor correction. - Electrical service 480/3/60. 3. HOT WATER BOILERS 71 - Hot water type (1100 KPa gauge). - Multipass watertube type. - Designed to CSA B-51, ASME Code IV and CGA. - Gas safety shut-off valves, PRY and isolation valve. - Hi/Lo two stage firing and aquastats. - Pressure and temperature relief valves. - Low water level cut-off. - Electrical services 480/3/60. 4. FAN COIL UNITS - Horizontal, 4 pipe, draw-through cabinet model fan coil unit. - CSA approved. - Insulation and adhesive to NFPA - 90 A requirements for flame spread and smoke generation. - Complete with internal thermal/acoustical insulation, supply and return duct connections, drain pan, throwaway filters. - Electrical services 480/3/60. 5. PUMPS - Centrifugal, single stage, direct connected. - Operate at 1750 rpm. - Statically and dynamically balance rotating parts. - Electrical services 480/3/60. 6. HEAT EXCHANGER - Plate type. - Flange connection. 7. DUCTWORK - Ducts generally constructed to 500 Pa rating. - Fabricate in accordance with SMACNA and ASHRAE. - Meet the requirements of NFPA 90A, 90B, 96 where applicable. - Galvanized steel construction having galvanized coating to ASTM A529 G90 designation for both sides. - c/w 25 mm insulation with vapour barrier at exterior surface. 8. PIPE AND PIPE FITTINGS - Hot water heating, chilled water, condenser water: steel schedule 40 black, 10 mm wall for sizes 300 mm and longer, type \"L\" hard copper, type \"K\" soft copper buried. - Equipment drains and overflow: steel schedule 40 galvanized or copper. - Sanitary drainage and vent unburied: type \"DWV\" copper or cast iron. - Gas: Steel schedule 40 black. 72 - Insulation to be provided to hot water piping, chilled water piping, outdoor condenser water piping, cold water piping and LCW circuit. 9. FANS - AMCA certified. - The roof fans complete with backdraft damper. - The toilet exhaust fans complete with back draft damper and brick vent. - Electrical services: 120/1/60. 10. EXPANSION TANKS - ASME rated. - Diaphragm type. 6.7.14 Division 16 - Electrical 1. POWER SERVICE AND DISTRIBUTION - Power equipment will be 600 volt rated equipment for use on a 480 V 3-phase, 3-wire, low resistance grounded, 60 Hz system. - Air circuit breakers will be draw-out type with long time, short time, instantaneous, and ground fault tripping. - Lower amperage services will utilize either HRC QMQB fusible switchboards or appropriately short circuit rated molded case circuit breakers. - All switchboards will be fitted with voltmeters and thermal demand ammeters. - Distribution transformers will be open ventilated type, Class 220. - Distribution panelboards and lighting and appliance panelboards will utilize bolt-on type molded case circuit breakers and will be complete with doors with common key for the entire facility. - Automatic transfer switches for ESSENTIAL services will be electrically operated/mechanically held type with maintenance bypass. - Motor Control Centres will be EEMAC lA, Class II/B standard utilizing reduced voltage and reversing and non-reversing motor starters as required. - All starters will utilize 120 V control transformers and will be fitted with Building Management System interface components. - All motors 1/2 HP and larger will be 480 V, 3-phase. - Wiring will generally be performed utilizing R-90 insulated copper conductors in EMT conduit with compression couplings and connectors. A bonding ground conductor will be pulled into all raceways. - Armoured cable will be utilized only for lighting fixture drops and within straight lengths of stud walls for servicing convenience receptacles. - Mineral insulated (\"MI\") cables will be utilized where ESSENTIAL and CRITICAL. UPS service conductors need to be protected from fire. 73 2. LIGHTING - Lighting levels will be designed using the illuminating Engineering Society recommendations. Task lighting will be utilized where feasible. design calculation maintenance factor of 0.8 will be used for \"clean\" areas on the assumption that lamps will be group-replaced at 70% rated life and that lighting fixtures will be cleaned at time of relamping. - Lighting will generally be recessed fluorescent with hinged, framed K12lens, operating at 277 V. Only two-lamp ballasts shall be employed. Incandescent lighting will be used in only those areas where architectural design elements dictate and where otherwise directed by the client to reduce power line and air borne rf interference. - Industrial. fluorescent lighting fixtures with slotted reflectors will be provided in all Service Rooms. - Exterior building lighting will be low wattage high pressure sodium type controlled by both time clock and photocell. 3. DEVICES - All line voltage lighting switches and power receptacles will be specification grade. All low voltage relay and switches shall be Canadian General Electric. - Each and every duplex receptacle (including those on surface mounted raceways) shall be identified with a lamicoid nameplate fastened to the wall (or raceway) directly adjacent to the outlet. - Receptacles and switches will be mounted on two-gang backboxes with single-gang extension rings for ease of installation and ample wiring space. - Isolated ground receptacles will be provided for computers. The ground utilized will be the DATA ground. 4. FIRE ALARM SYSTEM - A fire alarm system dedicated to each new building will be provided. The new systems will be connected to a facility-wide central reporting and monitoring network via a dataline. - The system will consist of the following: Alarm bells throughout the building . . Manual pullstations at all exits and other locations as required by the B.C. Building Code. Heat detectors in elevator shafts. Smoke detectors at top of stairways. Smoke detectors in corridors around perimeter of atrium (interconnected floors). Monitored water flow detectors and tamper switches on sprinklers. Duct smoke detectors in re-circulating air handling systems. Main CPU Control Panel located in the Electrical Room. 74 Within the service buildings only, three (3) additional zone modules for two tunnel zones and one tunnel shaft zone provided within Package 3. - A window type fire alarm annunciator will be provided at each building Main Entrance to indicate zone in alarm. - The Booster Building will be provided with an expanded CPU control panel with printer and EDIT terminal for overall monitor/control of the site fire alarm systems. In addition, this package will provide in the control room of the Booster Building a graphic fire alarm annunciator for monitor/control of fire alarm systems throughout the site. 5. MISCELLANEOUS COMMUNICATIONS - Communication systems will be wired in conduit and routed to cable trays. Cable trays will be provided throughout and will be solid type with solid removable covers. - Telephone/intercom/data equipment devices and wiring will be provided within this package for building within this package. - Paging speakers and wiring and clocks with their wiring will be provided. 75 6.8 Design Guidelines 76 DESIGN GUIDELINES: The purpose of these guidelines is to provide a set of design principles for the development of the KAON site and facilities. They are not intended to be definitive solutions. Instead, these guidelines are intended to provide a gen-eral framework for present and future develop-ment of the site, while allowing flexibility to re-spond to future change. OVERALL DESIGN CONCEPT The KAON Factory site is located in a park-like setting beside the University of British Columbia and near the Point Grey residential area. The site design concept for the project should reinforce the natural landscape character of its surroundings. The utmost effort should be made to integrate into the landscape. Existing vegetation should be preserved and en-hanced throughout the site whenever possible. New vegetation should be introduced in areas that are affected by KAON expansion. Parking should be designed to minimize the perception of open paved areas through use of landscaping, provision of smaller parking areas and clustering of stalls. ~~?1~ 'h...,...,..,. l?&)~~F-77 1.0 SITE DEVELOPMENT 1.1 Statement of Intent: To establish a master land use plan to accommodate the proposed KAON Fac-tory and the potential for future expan-sions that maintain the natural landscape character of the site. 1.2 Discussion: It is desirable to develop an overall land use plan at the outset of the design if a functionally efficient and aesthetically co-hesive development is to occur. Proper sit-ing of functionally related operations, with respect to the existing TRIUMF facility, will ensure continued efficiency after the expansion. This approach will also pro-vide for the designation of land parcels for future site development. 1.3 Guidelines: \u00E2\u0080\u00A2 Existing vegetation should be pre-served wherever possible. \u00E2\u0080\u00A2 Maintain a buffer tree belt along all sides of the site (especially Marine Drive). \u00E2\u0080\u00A2 Undertake a planting program as early as possible prior to construction to augment forest buffers in critical areas. \u00E2\u0080\u00A2 Provide landscaping adjacent to peo-ple spaces and between buildings wherever possible. \u00E2\u0080\u00A2 Site buildings in anticipation of fu-ture expansion 78 2.0 PEDESTRIAN CIRCULATION 2.1 Statement of Intent: To provide an effective safe system of pedestrian movement throughout the site, while maintaining appropriate control and accessibility. 2.2 Discussion: Several types of pedestrian circulation will occur in the KAON Factory: \u00E2\u0080\u00A2 General Public Unsupervised visits in unrestricted zone at all times of the day. Supervised tours in restricted zone during regular working hours. \u00E2\u0080\u00A2 Invited Guests Supervised tours in restricted zone during regular working hours. Un-supervised visits to Office and Ad-ministration buildings during regular working hours. Unsupervised visits to Main Experi-mental Building and laboratories at all times of the day. \u00E2\u0080\u00A2 KAON Personnel including visiting experimenters Movement between Administration and Office buildings during regular working hours. Movement between Main Experimen-tal Hall and laboratories at all times of the day. Movement from Administration and . Office buildings to Main Experimen-tal Hall and Laboratories during reg-ular working hours. 79 A simple circulation system must be devised in order to ensure proper control and access throughout the site to meet complex require-ments. The system must also engage the public in a manner that promotes interaction with the members of KAON without impeding the oper-ations of the labs and experiments. 2.3 Guidelines: \u00E2\u0080\u00A2 Separate walkways should be pro-vided to reduce pedestrian/ vehicular conflicts. \u00E2\u0080\u00A2 Include tour routes as an integral component of the design. \u00E2\u0080\u00A2 Design circulation in and between buildings to facilitate public tour groups without interference in lab ac-tivities. \u00E2\u0080\u00A2 A tour route should be designed to provide good sheltered viewing ar-eas with adequate space for groups to gather. \u00E2\u0080\u00A2 Wherever possible, provide weather protected pedestrian routes through-out the sit e by use of overhangs and canopies . \u00E2\u0080\u00A2 Design the circulation to promote ca-sual interaction among researchers ; by use of sitting areas, wider corri-dors and common routes. \u00E2\u0080\u00A2 Provide the necessary circulation and waiting spaces at the main security gates to minimize unnecessary con-gestion while travelling through this important point of control. 80 3.0 PARKING 3.1 Statement of Intent: To provide adequate parking with flexibil-ity to change and to minimize negative im-pacts of parking on the site. 3.2 Discussion: The parking needed to accommodate the various members ofthe new KAON facility and its many visitors will have a significant impact on the site. It could potentially be-come an imposing element if it is not prop-erly addressed in the design stages of the project. A key objective for the parking, like the support buildings , is to fit com-patibly with the existing surroundings. 3.3 Guidelines: \u00E2\u0080\u00A2 On Grade Parking - A void large areas of uninter-rupted pavement through intro-duction of landscaping and plan-ning the lots to create clusters. - A 1.2 m landscape area should be provided every 10 parking spaces. - A minimum 1.0 m landscaped strip should be provided between rows of parking stalls. - Trees should be planted at either ends of the 1.2 m landscape area and at the mid-point of every 10 parking spaces. - Where parking is adjacent to buildings, a minimum buffer of 2.5 m at windows and 2 m at blank walls should be provided. 81 1~ J1. ~1f1/r4?l~ f~ J1 ~fl.-tW-- ~J? \u00E2\u0080\u00A2 On Grade Parking (cont) - Landscaping including trees should be provided along the perimeter of the parking lot to act as screening. - Design landscaping to facilitate easy surveillance and inspection of park-ing lots by pedestrians, passing cars or adjacent buildings. - Provide adequate and attractive lighting for parking lots. - Future expansion areas, currently used as parking, should still adhere to the present guidelines. \u00E2\u0080\u00A2 Parking Structures - Design parking structures to min-imize their impact on the natural landscape. The impact of a park-ing structure could be diminished by having below grade parking, empha-sizing horizontal elements and use of landscaping. - Any parking structure should be visually compatible with the other buildings on the site . . 82 4.0 BUILDINGS - Administration, Office and Small Lab Buildings 4.1 Statement of Intent: To provide func-tional, attractive buildings that facili-tate easy communication and interaction among KAON personnel. 4.2 Discussion: A physics laboratory is a place for scien-tific research and emphasis must be placed on provision of flexible, functional, cost ef-ficient buildings. Technology is continually changing and as these changes occur, full advantage must be taken of emerging technology in pursuit of physics research. Design of the build-ings and systems should anticipate alter-ations. The design of administration, office and small lab buildings should be sensitive to the natural forest surroundings and pro-vide pleasant space for KAON users. An ideal is to provide visual access for all personnel to the natural outdoor environ-ment. 4.3 Guidelines: \u00E2\u0080\u00A2 Massing - Large massive buildings with long unbroken surfaces should be avoided. The apparent mass of a building can be reduced by breaking fa,c;ades into smaller elements. \u00E2\u0080\u00A2 Height of Building - The height of buildings should not exceed 3 storeys in order to maintain a low scale profile on the site. Lower buildings also tend to promote casual interaction in the corridors and com-mon areas thus creating more com-munication among scientists. 83 \u00E2\u0080\u00A2 Appearance - The design of buildings should relate to the other buildings on the site by using a similar vocabulary such as metal and concrete finishes, similar-ity in detailing and selection of com-patible colours. An appearance that stands out as being significantly dif-ferent is discouraged. - The public portion of the office build-ing is the high profile \"image\" build-ing component on the KAON site and should be maintained as a focal point . \u00E2\u0080\u00A2 Openings/Windows - Windows and openings in fa'Sades should emphasize horizontal lines to relate to other buildings in the devel-opment and maintain a low profile. A slight recess of windows can further emphasize the horizontal lines. - Access to natural light should be pro-vided for all offices and spaces occu-pied by people. \u00E2\u0080\u00A2 Building Services - Roof top equipment should not be visible from the ground. This can be achieved through use of roof parapets and careful placement of the equip-ment. - Systems should be designed to antic-ipate change in order to accommo-date changing technology. Provision of generous ceiling spaces, termina-tion of walls at ceilings and place-ment of spare conduits in walls are examples of features that could be in-corporated to help reduce the cost of future changes. 84 ru'~ ~ t?f ~lWI~ &( \"1l-~p.~~&1 rt>'~~ ~G7 t;r4-L--v~ ~~C? 00:=... ..::..:.:.:.:.:0 5.0 BUILDINGS - Industrial (Support/ Ser-vices) 5.1 Statement of Intent: To design functional industrial type scien-tific research buildings that are appealing and well related to one another. 5.2 Discussion: The goal of the master plan, as previously discussed, is to establish a certain conti-nuityon the overall site. A good architec-tural relationship between the new and old buildings will contribute towards this goal. Attention to the visual appearance of the industrial type buildings will result in an integrated, sensitive development that is consistent with its natural surroundings. 5.3 Guidelines: \u00E2\u0080\u00A2 Height - The specific functions within each structure should govern building height. Where large buildings are in-volved, however, the design should be sensitive to minimizing their appar-ent height and bulk. Although no height restraints are in force, it is rec-ommended that the experimental hall serve as the maximum height datum for industrial type buildings. 85 \u00E2\u0080\u00A2 Appearance - Materials Continuity will be achieved ifthe ex-terior walls of the new structures use materials and composition similar to the existing buildings. Concrete and pre-finished corrugated metal cladding are predominant materials. The metal cladding should cover at least 30% of the building fa<;ades. Preferred solutions are as follows: * All buildings to have concrete or concrete block base of minimum .3 m and maximum of 4 m. * Reinforce and emphasize the horizontally of the building through treatment of elements such as windows, recessed pan-els, and different materials. * Use \u00C2\u00B7 berming and landscaping to reduce the scale of large blank walls. (Note: potential future access to the buildings should be considered when locating berms and landscaping.) * Down-scale the imposing pres-ence of large buildings by sur-rounding the structures with an-cillary spaces and lower related buildings. * The scale of large buildings may be reduced by creating several smaller elements versus a large single mass. 86 ~J7~ ~ pf ~t1. ~: P.l1',V1)~t-lt1 ~~~~ 1M'1'~~ .... f-- , -\"\"\"l,... ~ . - - --...- ~ - ~ ~'p-~ t11 ~ ~ t-\"f~;Ih-'~ \u00E2\u0080\u00A2 Colours - Colours provide an opportunity to create variety and visual interest. In a large complex, such as the KAON Factory, colour may be used to de-note particular types of building, as well as, provide orientation for users and visitors. \u00E2\u0080\u00A2 Roof Generally, all colour schemes should blend with the surroundings. It should also be compatible with or in the same colour range as that of the existing TRIUMF facility . - The preferred roof is flat with para-pets. A flat roof provides a conve-nient surface for service equipment and mechanical vents, while para-pets act as screening from grade level. Proper location of the parapets can make rooftop projections invisi-ble from the ground. 87 \u00E2\u0080\u00A2 Openings/Windows - Office Where office space is included, natu-ral light should be provided. Design elements may be used to avoid over heating by the sun. - Service/ Support Introduction of natural light into ser-vice/ experimental areas would be desirable. The windows could be transparent or translucent . \u00E2\u0080\u00A2 Loading - Ensure adequate loading is provided, as established in the master plan. Where possible, share loading ma-neuvering space with other buildings to minimize paved areas. \u00E2\u0080\u00A2 Mech/Service Equipment - A void exposing mechanical and ser-vice equipment at grade by careful placement and screening. 88 1~ p~~-~ l\1 III IIII 111111111 11111 \I III 1I1IlUUnlU ~ L I~ hill U I -~~I?f\"( 6.0 PORTABLE BUILDINGS - TRAILERS 6.1 Statement of Intent: To establish a set of guidelines for the design and placement of portable build-ings to achieve consistent visual order and maintain proper, safe circulation on site. 6.2 Discussion: These structures, as most would agree, are not attractive elements on the exist-ing TRIUMF landscape. Haphazard ar-rangement of trailers can create a maze-like work environment. Proper coordi-nation of design and placement of these buildings will provide a more workable en-vironment . 6.3 Guidelines: Permanent Trailers \u00E2\u0080\u00A2 Existing portable buildings (trailers) should ideally be removed from the site or integrated into the expansion plan as permanent structures. How-ever, if either is not possible, then they should be relocated in areas des-ignated for permanent trailers. \u00E2\u0080\u00A2 Existing trailers or units brought on the site by outside experimenters, such as counting rooms, should be placed inside the experimental build-ing whenever possible or in a desig-nated trailer zone. \u00E2\u0080\u00A2 Trailers are not a favoured solution for space requirements. In the event portable buildings are required in the future, standard proto-typical de-signs, as illustrated in these guide-lines, and specially designated trailer zones should be used to maintain ar-chitectural continuity of the site. 89 \" I I I I , J ' ' :i , I I I I \" I:i ,.' /:?filv.~ ii, \" . ' I r J I ',I, 1 ; , i\u00C2\u00B7 'j! 1 . 1 ' ~i _ r .. I' , , , . ' / \"1 ' I I I I I I I I I I I '. ''I'i! .' ,\"\" -,I ' !; \" 'II !' !,! ! i' \" .1 : ':11: !: ~U \u00C2\u00B7 j ,:di ' . ., 1 I I I I I _11 \u00E2\u0080\u00A2 J I I I ,I !';' ,\": ' ~I\"l :I iii : ,. Hl.,J&7~ -, , ,: '1:, I !i l.' 1 , I I I I I I J I I I I I I I r\" I' , ., I I 1; , 1 ~ ,I :. , \" \" , \"' ~-~ 7.0 CONTROL/ SECURITY 7.1 Statement of Intent: To achieve control and security on the site that is unobtrusive, but will provide the necessary security against losses and inad-vertent exposure to hazards. 7.2 Discussion: The KAON Factory, like all industrial in-stallations carries numerous hazards and dangers associated with such facilities. It is, therefore, essential to protect the public and its own personnel against all possible hazards. 7.3 Guidelines: \u00E2\u0080\u00A2 In areas w here fences are re-quired, provide landscape treatment to screen fences . \u00E2\u0080\u00A2 Use buildings, walkways, and land-scape elements for control, wherever possible in lieu of chain link fences. 90 8.0 SIGNAGE 8.1 Statement of Intent: To develop a system of signage that will effectively convey information to both the general public and the members ofKAON. 8.2 Discussion: Exterior and interior sign age is essential . in visually conveying vital information to both the general public and the users of KAON. Signs can also provide orientation for users and visitors. The design of signs should have a consis-tency throughout the facility and should almost intuitively communicate the mes-sage. A specific sign might be unique to its purpose, but would be part of the total signage concept. 8.3 Guidelines: \u00E2\u0080\u00A2 Signage should address the following: - Parking Public Staff Handicapped - Access Public Controlled Service Directions Loading - Facilities and N ames of buildings Secure zones - Hazards 91 6.9 Drawing List 6.9.1 General/Introduction The following drawings accompany this\u00C2\u00B7 Chapter of the report. These drawings represent the conceptual layouts for the scope-of-work included in Design Package 5. 6.10 Drawing List PAL-OOOI D PAL-0002 D PAL-0003 \u00C2\u00B7D PAL-0004 D PAL-0005 D PAL-0006 D PAL-0007 D PAL-0008 D PAL-0009 D PAL-OOlO D PAL-OOll D PAL-00l2 D PAL-0013 D PAL-0014 D PAL-0015 D PAL-0016 D PAL-00l7 D PAN-OOOl D PAN-0002 D PAQ-OOOI D PAQ-0002 D PAQ-0003 D PAP-OOOl D PAP-0002 D Location and Site Context Plans Site Security, Safety, Vehicular Circulation and Access, Site Use Plans Public Access to Site and Parking, Site Topography / Landscape Plans Overall Site Plan Site Development Plan North East Quadrant Detail Site Plan South East Quadrant Detail Site Plan North West Quadrant Detail Site Plan South West Quadrant Detail Site Plan Overall Site Sections Office Building Group Lower Floor Plan Elevation 60.32 Office Building Group Second Floor Plan Elevation 64.32 M Office Building Group Upper Floor Plan Elevation 68.32 M Office Building Group Booster Floor Plans and Main Section Office Building Elevations Service Building Floor Plans, Sections and Elevations Receiving, Stores and Helium Building, Main Access Building, Workshop Extension Plans, Elevation and Sections Office Building Group Plans and Sections Receiving/Stores, Services and Magnet Access Office Building Single Line Diagram and Power Rise Diagram Booster Building Single Line Diagram and Power Rier Diagram Miscellaneous Buildings Single Line Diagrams and Office and Booster Building Communication Risers Office Building Typical HVAC Layout Office Building Group HVAC Water Systems Schematic 92 "@en . "Report"@en . "10.14288/1.0355484"@en . "eng"@en . "Unreviewed"@en . "Vancouver : University of British Columbia Library"@en . "TRIUMF"@en . "Attribution-NonCommercial-NoDerivatives 4.0 International"@* . "http://creativecommons.org/licenses/by-nc-nd/4.0/"@* . "Unknown"@en . "KAON Factory study : conventional facilities design report"@en . "Text"@en . "http://hdl.handle.net/2429/62983"@en .