Order Entry Manual - Rigid Building

Appendix A The importance factor of your project is based on the building’s occupancy category. These factors vary significantly among the different building codes so it is important to get the correct factors from the correct building code. · Exposure Factors Many building codes require exposure factors, which are applicable to both, wind and snow loads and are based on the terrain surrounding the building site. Exposure factors are determined based on whether a building is situated in a protected area or built on open terrain. If the governing code for your project requires an exposure factor, it will specify the factor based on local terrain. Exposure factors vary significantly among the different building codes so it is important to get the correct factor from the correct building code. · Enclosure Type – a building’s enclosure type is determined by the amount of wall enclosure regardless of enclosure material used (masonry, glass, metal, etc.). Three (3) enclosure types are possible, which are (a) Fully Enclosed wherein all walls are enclosed from the finish floor line to the eave with wind resisting material; (b) Partially Enclosed, where numerous openings or partial open to remain in wall areas; and, (c) Fully Open, there is a significant amount of open wall area. The governing code for your project will indicate some insight as to what enclosure type is appropriate for your building. · Collateral Loads – collateral loads are the weight of additional permanent non moving materials such as sprinkler systems, dropped ceilings, electrical lighting systems, insulation, etc., which are to be supported by the building structural. These loads must be included in the building design to ensure structural adequacy. If any of these materials are required, do not assume the collateral load will be taken care of as part of the design dead load or live load. The additional collateral load is incorporated into seismic calculations and other load combinations separately from other loads and must therefore be specified separately on our Quotation and Contract Form. The 2002 MBSM offers below suggested collateral loadings: Material Collateral Load (psf) Suspended Ceiling Suspended Acoustical Fiber Tile 1.0 Suspended Gypsum Board (1/2”) 2.0 Suspended Gypsum Board (5/8”) 3.0 Insulation Glass Fiber Blanket Negligible Cellular Plastic (per inch of thickness) 0.20 Lighting 0.1 to 1.0 HVAC Ducts (Office/Commercial) 1.0 Sprinkler Systems Dry 1.5 Wet 3.0 October 2006 6

Appendix A · Crane Loads – crane and material handling systems impose dynamic live loads on the structure and require special attention by RIGID design engineers. If the building supports any part of a crane load, the Buyer should complete the “Crane Information Sheet – Form CIS01” or “Jib Crane Information Sheet – Form JCS00” prior to obtaining a building quotation from RIGID. All information requested on the Crane Information Sheet should be readily available from the crane supplier. A building sketch indicating crane placement and travel direction is also required. To assist you in determining the correct crane service class, we have included information from the Crane Manufacturers Association of America (CMAA) guidelines. CMAA has established six (6) categories of crane service classifications, which are: Class A (Standby or Infrequent Service) – This service class covers cranes which may be used in installation such as powerhouses, public utilities, turbine rooms, motor rooms, and transformer stations where precise handling of equipment at slow speeds with long idle periods between lifts are required. Capacity loads may be handled for initial installation of equipment and for infrequent maintenance. Class B (Light Service) – This service covers cranes which may be used in repair shops, light assembly operations, service buildings, light warehousing, etc., where service requirements are light and the speed is slow. Loads may vary from no load to occasional full rated loads with two (2) to five (5) lifts per hour, averaging ten (10) per lift. Class C (Moderate Service) – This service covers cranes which may be used in machine shops, paper mill machine rooms, etc., where service requirements are moderate. In this type of service, the crane will handle loads which average fifty percent (50%) of the rated capacity with 5 to 10 lifts per hour, averaging fifteen (15), not over fifty percent (50%) of the lifts at rated capacity. Class D (Heavy Service) – This service covers cranes which may be used in heavy machine shops, foundries, fabricating plants, steel warehouses, container yards, lumber mills, etc. and the standard duty bucket and magnet operations where heavy duty production is required. In this type of service, loads approaching fifty percent (50%) of the rated capacity will be handled constantly during the working period. High speeds are desirable for this type of service with ten (10) to twenty (20) lifts per hour averaging fifteen (15), not over sixty five percent (65%) of the lifts at rated capacity. Class E (Severe Service) – This type of service requires a crane capable of handling loads approaching a rated capacity throughout its life. Applications may include magnet, bucket, magnet/bucket combination cranes for scrap yards, cement mills, lumber mills, fertilizer plants, container handling, etc. with 20 or more lifts per hour at or near the rated capacity. Class F (Continuous Severe Service) – This type of service requires a crane capable of handling loads approaching rated capacity continuously under severe service conditions throughout its life. Applications may include custom designed specialty cranes essential to performing the critical work tasks affecting the total production facility. These cranes must provide the highest reliability with special attention to ease of maintenance features. October 2006 7

Appendix A Most of the requirements will likely be in the Class B or Class C categories. If there is any question as to the service classification required on your specific project, we highly recommend that you contact the crane supplier who can offer you additional guidance and advice as to the correct service classification to specify. Refer to our standard “Serviceability Consideration” for additional information relating to crane runway beam and building deflection criteria used by RIGID design engineers. It is the Buyer’s responsibility to determine whether the standard deflection criteria used by RIGID is appropriate for use on the intended project. Should there be any questions concerning serviceability, the Buyer may consult with a professional engineer or architect to make the appropriate final determination. · Mezzanine Load – RIGID requires a significant amount of information from the Buyer when mezzanine is to be included in the building design. If your project requires a mezzanine, the “Mezzanine Information” provided in the Quotation and Contract Form must be completed. It is important to complete the sketch portion at the bottom of the form to show mezzanine and support column location and any openings that may be required. It is recommended to place a support column at least every 20’ to keep floor beam size economical. To determine the floor live load requirement, consult the governing state and/or local codes, which will specify the live load to be applied. If your building is not covered by a specified code, MBMA offers the following guideline to determine the applicable live load. IMPORTANT: If your building is covered by another code body such as, SBC, BOCA, ASCE, or other, refer to that code book for live load requirements. Occupancy or Use Assembly areas & theaters Fixed Seats Movable Seats Platforms Stage Floor Libraries Reading Rooms Stock Rooms Corridors above first floor Manufacturing Light Heavy Office Buildings Offices Lobbies Corridors above first floor Uniform Live load (psf) 60 100 100 150 60 150 80 125 250 50 100 80 Occupancy or Use Stores Retail first floor Upper floors Wholesale, all floors Schools Classrooms Corridors above first floor First floor corridors Storage Warehouses Light Heavy Armories & Drill Rooms Stairs and Exit ways Walkways & elevated platforms Uniform Live load (psf) 100 75 125 40 80 100 125 250 150 100 60 Source: 2002 MBMA Metal Building Systems Manual The above loads represent live loads only. RIGID engineers will also need to know the permanent dead load of the floor system or a detail decking material and floor slab depth so dead load can be accurately determined. October 2006 8

Appendix A RIGID will apply floor live loads in accordance with the 2002 MBMA’s Metal Building Systems Manual. If there is any question as to the proper live load to be specified, the Buyer may consult with a professional engineer or architect to make the appropriate final determination. Please refer to our standard “Serviceability Considerations” for standard deflection criteria for mezzanine supports and supporting building members. It is the Buyer’s responsibility to determine whether or not the standard deflection criteria by RIGID is appropriate for use on the intended project. If there is any question concerning serviceability, the Buyer may consult with a qualified engineer or architect to make the appropriate final determination and advise RIGID. · Roof Point Loads – when mechanical units, such as air conditioning units or large exhaust fans, are to be placed on the roof, it is necessary to provide RIGID with complete information regarding weight and exact location. The weight must be stated in total pounds of the unit and the location must be shown on a building sketch dimensioned from two (2) perpendicular points, such as eave to centerline of unit and from endwall to centerline of unit. If RIGID shall provide support framing for the units, the Buyer must also give the out to out size dimensions of each unit being supported and show the location of all support members. · Site Information – It is very important to inform RIGID of any site features, which may affect the design and ultimate performance of the proposed structure. Of particular importance is any building step condition, or an existing structure or object that lies within twenty (20) feet of the proposed new building. The reason is that higher structures may cause snow drifting to occur on the roof of adjacent or nearby structures, which are lower in height. When this occurs, there is the possibility of structural failure in the lower roof if it has not been designed to accommodate the drifting snow load. Drifting snow can be caused by a nearby bank of trees or other tall objects, especially on buildings with relatively low eave heights. When a building is to be placed in a location where snow drifting on its roof could occur, Buyer must note the site conditions that may require design considerations. It is recommended for the Buyer to consult a local engineer or architect who is qualified in making the site evaluation. When buildings or objects are located within twenty (20’) feet of the proposed building, Buyer must submit a sketch showing the proximity of such existing buildings and/or objects in relation to the proposed building. The sketch must also give the outer dimensions and height of the existing buildings or objects for RIGID design engineers to properly account for any drifting snow loads. Roof slope and ridge orientation of all existing structures in relation to the new structure must also be given. Wind speed up effects commonly occur at the upper half of isolated hills, ridges and escarpments. When building is to be sited on these locations, it may experience significantly higher wind speeds due to abrupt change in the general topography. In order to account for these higher wind speeds, the topography of the site needs to be described or all the information required on the “Site Topography Form” need to be provided. October 2006 9

Appendix A · Tie In Existing Structures – If your building is to tie to an existing structure, there are many potential problems to be addressed. The two (2) primary areas of concern are the flashing tie in and structural tie in. For the flashing tie in, it is most important to design an adequate flashing system capable of handling any differential expansion/contraction or deflection that may exist between the new and the existing structures. If the existing structure is a metal building, the expansion and contraction should be nearly the same but deflection could vary. However, if the existing structure is masonry or other concrete construction, there could be significant expansion and contraction differences between the new and existing structures as well as deflection differences. Structural tie ins also require a great deal of design consideration. There are numerous ways a new building will impact the structural integrity of an existing building, regardless of whether the existing structure is steel or concrete. Among them are: Transfer of wind load – if there is a structural connection between the new and existing buildings, there may be transfer of the wind loads from one building to the other. The greater the tie in amount, the more wind load the two (2) buildings will share. Additional dead load on the existing structure – structural tie ins may add some degree of dead load to the existing structure. This could cause excess deflection at the least or at the worst structural failure of the existing building. Shadow load (drift load) – if the existing building is higher or lower than the new building, drifting snow may be a necessary design consideration on the lower structure. The effect is similar to that previously discussed in the section “Site Conditions”. Any of these conditions could cause excess deflection or even structural failure if the existing building is not capable of accepting the loads imposed by the structural tie in to the new building. RIGID assumes no responsibility for any tie in condition relating to serviceability or structural adequacy of the existing building. It is the Buyer’s responsibility to consult with a local engineer or architect who is capable of examining the existing structure and determining the tie in requirements. October 2006 10

Appendix A DESIGN GUIDELINES METAL BUILDING SYSTEMS MANUAL MBMA 2002 Note: This information is provided for reference purposes only and is to be used in the absence of a local governing code. RIGID disclaims all liability for damages of any sort resulting from the use or reference of this information. The Buyer is advised to consult with a professional engineer or architect to determine the suitability of design loads for the proposed building(s). RIGID will design for the minimum county loads as specified in Chapter IX of the 2002 MBMA’s Metal Building Systems Manual, unless otherwise specified. End Use Classification/Occupancy Category Codes Nature of Occupancy Buildings and structures that represent a low hazard to human life or to property in the event of failure including, but not limited to: · Agricultural buildings · Temporary facilities · Minor storage facilities All buildings and structures except those listed in Categories I, III and IV (For IBC 2000, All buildings and structures except those listed in Categories II, III and IV) Buildings and structures that represent a substantial hazard to human life in the event of failure including, but not limited to: · Buildings and structures where the primary occupancy is one in which more than 300 people congregate in one area · Buildings for schools through secondary or day care centers with a capacity greater than 250 · Buildings and other structures with a capacity greater than 500 for colleges or adult education facilities · Health care facilities with a capacity of 50 or more resident patients but not having surgery or emergency treatment facilities · Jails and detention facilities · Power generating stations and other public utility facilities not included in Category IV (or III for IBC 2000) · Buildings or structures containing sufficient quantities of toxic or explosive substances to be dangerous to the public if released. Buildings and structures designated as essential facilities including, but not limited to: · Hospitals and other medical facilities having surgery or emergency treatment facilities · Designated earthquake, hurricane, or other emergency shelters · Communications centers and other facilities required for emergency response · Power generating stations and other public utility facilities required in an emergency · Buildings and other structures having critical national defense functions October 2006 11 IBC 2000 ASCE 7 98/02/05 IBC 2003 IV I I II II III III IV

Appendix A Roof Live Load Roof Slope F:12 F 4 4 F 12 F 12 Tributary Loaded Area (At) in Square Feet for any Structural Member At 200 200 At 600 At 600 20 20(1.2 0.001At) 12 20(1.2 – 0.05F) 20(1.2 0.001At) (1.2 0.05F) 12 12 12 12 Source: Table 1.3(a) 2002 MBMA’s Metal Building Systems Manual Wind Load Wind Load will be verified by RIGID Engineers based on the county and locality where the building will be erected. If not covered by the MBMA map and county data, the Buyer should obtain the information from the local registered engineer or architect. Wind and Snow Importance Factors Type of Occupancy Snow I. II. III. IV. 0.80 1.00 1.10 1.20 Storage Facility Standard Occupancy Special Occupancy ( 300) Essential Facility Source: 2002 MBMA’s Metal Building Systems Manual WIND 100 Miles Hurricane Inland Coastline 0.90 1.00 1.00 1.10 1.15 1.23 1.15 1.23 Seismic Coefficient Seismic coefficient is based on the county and locality where the building will be erected. Refer to the “Seismic Load Data/Information” of the “Order Entry Process”. October 2006 12

Appendix A SERVICEABILITY CONSIDERATIONS Serviceability refers to a building’s functional performance in relation to the expectations and perceptions of the building owners and/or users. Included in serviceability are such things as deflection, corrosion, resistance and expansion and contraction. The following discussion on each subject emphasizes standard practices used by RIGID in our design and manufacturing processes. If your project requires serviceability other than what is specified here, there is a line in the design section of the Quotation and Contract Form on which you must note any special requirements. If more space is needed than what is provided, additional comments can be made in the “General Notes/Exceptions” section of the Contract. If there are no comments on the Contract, serviceability will be in accordance with the following standards. BUILDING DEFLECTION Deflection is the displacement of a structural member or system under load. Vertical deflection can be illustrated by supporting a long member at the ends only. There will be maximum sag at mid point. This is vertical deflection caused by “dead load” (the weight of the member

If no building code is in force for the intended building site, RIGID shall design the building in accordance with the provisions of the 2002 Metal Building Systems Manual (MBSM) of the Metal Building Manufacturers Association (MBMA). Chapter IX Wind, Snow, Seismic and Rain