Appendix A

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Rigid Building Systems, Inc. 18933 Aldine Westfield Houston, Texas 77073

Order Entry Manual

Appendix A

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I N T R O D U C T I O N

To our sales representatives:

This manual is intended to assist you and your customer in determining the type of building best suited to your customer’s needs, and, more importantly, to guide you and your customer through the process of identifying the correct design requirements for the customer’s project. Our ultimate goal is to ensure that each and every customer receives a complete metal building from RIGID that meets their needs and fulfills their expectations.

Following this introduction is information to assist you in determining as to which Rigid product meets your customer’s building requirements. You will find a general discussion of the design information requirements, and the critical information you and your customer have to provide. Therefore, we advise you to carefully and thoroughly review this section before completing the building contract. If there is any information that is unclear or you would like additional instruction, please call for assistance or clarification.

Refer to Section II of the Product Manual for the “General Specifications” concerning materials used to fabricate our buildings, the various framing systems and panel types offered by RIGID.

A sample of RIGID’s “Quotation and Contract” form with specific instructions for completing the form is provided. The contract document is designed to convey to RIGID the building requirements in specific and sufficient detail for RIGID personnel to complete the building order promptly and minimize discrepancies between buyer’s intent and RIGID interpretation.

Lastly, you may download this Order Entry Manual online. Visit our internet website at www.rigidbuilding.com under Product References, Ordering Instructions & Information.

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T A B L E O F C O N T E N T S Page

Introduction………………………………………………………………………………….. 1

Conveying Design Requirements…………………………………………………………. 4 Why We Need Design Information?………………………………………………….. 4 What Are Building Codes and Editions?……………………………………………… 4 No Governing Code in Your Rural Area? …………………………………………. 5 General Design Load Descriptions……………………………………………………. 5

Roof Live Load (PSF)……………………………………………………………… 5 Ground Snow Load (PSF)…………………………………………………………. 5 Wind Load (MPH)…………………………………………………………………... 5 Seismic Data………………………………………………………………………… 5 Building Use Classification………………………………………………………… 5 Importance Factors………………………………………………………………… 5 Exposure Factors ………………………………………………………………… 6 Enclosure Type……………………………………………………………………... 6 Collateral Loads…………………………………………………………………….. 6 Crane Loads ……………………………………………………………………… 7

Mezzanine Loads……………………………………………………………………….. 8 Roof Point Loads... ……………………………………………….……………………. 9 Site Information…………………………………………………………………………. 9 Tie­in to Existing Structures …………………………………………………………. 10

2002 MBMA Design Guidelines . ………………………………………………………… 11 End Use Classifications/Occupancy Category Codes .. …………………………… 11 Roof Live Loads ………………………………………………………………………… 12 Wind Load ………………………………………………………………………………. 12 Wind and Snow Importance Factors …………………………………………………. 12 Seismic Coefficients … …………………………………………….………………… 12

Serviceability Consideration …………………………………………………………….. 13 Building Deflection …………………………………………………………………… 13

Vertical Deflection … …………………………………………….………………. 15 Horizontal Deflection … …………………………………………………………. 16 Crane Deflection …………………………………………………………………… 17

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Page RIGID Standards for Corrosion Resistance…………………………………………. 18 Expansion and Contraction……………………………………………………………. 18 Vibration…………………………………………………………………………………. 18

Common Building Codes and Design Information Required ………………………….. 19 American Society of Civil Engineers (ASCE 7­98, ASCE 7­02 & ASCE7­05), International Building Code (IBC 2000 and IBC 2003) & 2002 Metal Building Systems Manual – MBMA…………………………………………………………….. 19 Uniform Building Code (UBC 1997)………………………………………………….. 19 Standard Building Code (SBC 1999)……………………………….………………... 20 Building Officials and Code Administrators (BOCA 1999)…………………………. 20

Order Entry Process……………………………………………………………………….. 21 “Quotation and Contract” form with Instructions for Completing the Contract………………………………………………………………………………… 21

Attachment Forms to the Contract ………………………………………………..…….. 85 Form CIS01 ­ Crane Information Sheet…………………………………………….. 86 Form JCS00 – Jib Crane Information Sheet ………………………………………. 87 Form CS00 – Color Selection Form ………………………………………………… 88 Form TP00 – Site Topography Form ………………………………………………. 89

Color Charts ………………………………………………………………………………… 91 SP2000 – For “R”, “AW” & “M” Panels …………………………………………….. 92 SP2000 – For “Choice Rib” Panel ………………………………………………….. 93 SP3000 – “Platinum Series, Architectural Roof Color Selection” ……………….. 94

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Conveying Design Requirements

WHY WE NEED DESIGN INFORMATION?

To ensure the public safety and the customer’s long­term interest, it is important that the building is designed per intended end use and per requirements of the governing local building codes. The buyer, with the assistance of the Sales Representative whenever necessary, must ensure that RIGID is informed of the governing local building code and the actual site conditions which may affect the structural integrity of the building. It is the responsibility of the buyer to provide correct code and loads required for their building. Buyer shall contact the local governing authority for the requirements of the proposed structure.

Specifically, RIGID assumes responsibility only for structural integrity of the components supplied. RIGID assumes no responsibility for some safety requirements of the code such as firewalls, which do not affect the building’s structural integrity. Should there be any questions as to possible safety requirements contained in the governing code, the Buyer should consult a professional engineer or architect to make the final determination.

Information required by RIGID to properly design the building is enumerated under the “Common Building Codes & Design Information Required by Each”. Additional information can be found on RIGID website under “Facility Order Procedures”.

WHAT ARE BUILDING CODES AND EDITIONS?

Building codes are regulations (usually established by a municipality, state or other recognized agency) that establish both design loads and methods of applying the loads to the structure. To select the correct building code and year in force, the customer should contact a code official at the local planning department, code enforcement department, or other code enforcement body. Ask if the municipality, county or state has a particular building code in force for low rise steel structures and be sure to ask for the appropriate year, for example:

International Building Code (IBC 2003) Uniform Building Code (UBC 1997) American Society of Civil Engineers (ASCE 7­ 1998) Building Officials and Code Administrators (BOCA 1999)

The local building officials can assist you and your customer in determining all the design information required by RIGID, also refer on the Building Code herein listed. If the customer does not have a local building official or if they are unable to provide the information, the customer should seek advice from a professional engineer or architect qualified to make design load determinations. RIGID engineers may provide the design loads to the Buyer based on geographic location, but the Buyer is responsible to have any RIGID information verified by a qualified local professional engineer or architect.

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NO GOVERNING CODE IN YOUR RURAL AREA? 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 IX­Wind, Snow, Seismic and Rain Data by US County of the 2002 MBSM specifies minimum loads for buildings located in all counties of the United States. RIGID Engineers will design the building according to the county as designated by the Owner/Buyer in the Contract document. This chapter of MBMA is posted on RIGID website for your reference.

As certain areas in the U.S. where wind, seismic and ground snow loads vary considerably in relatively short distances, the 2002 MBSM does not supply the required information. In these areas, it is necessary for the Buyer or the Sales Representative to obtain this information from a local code enforcement officer, engineer, architect, or other qualified source.

GENERAL DESIGN LOAD DESCRIPTION

• Roof Live Load (psf) – Live loads are imposed during use and occupancy of the building. They are cause during maintenance by workers, equipment, materials, or other moveable objects, excluding wind, snow, seismic, or dead loads. The governing code for your project contains a chart or table assigning the live load value, normally based on roof slope and/or end use.

• Ground Snow Load (psf) – Ground snow load is used to derive the roof snow load which is a vertical load on the roof of the structure caused by the weight of snow accumulations (see also exposure and importance factors). The governing code for your project contains a map assigning the ground snow load value for your geographic area.

• Wind Load (mph) – This is the load caused by wind from any horizontal direction (see also exposure and importance factors). The governing code for your project contains a map assigning the wind speed or load value for your geographic area.

• Seismic Data – The United States is divided into zones, which indicate the likelihood and severity of earthquakes occurring in all geographical regions. The governing code for your project contains maps and/or tables assigning the seismic data for your geographic area. This data must be provided to RBS from Buyer. Buyer shall contact local governing authorities.

• Building Use Classification ­ The building use classification is used for determining importance factors for wind, snow and seismic loads. It is usually (depending on prevailing building code) broken into four categories, which are each based on the intended nature of occupancy for the building. The categories are often based on the number of occupants or importance of contents. The governing code for your project contains a chart or table assigning the proper end use. Refer to page 11, End Use Classification/Occupancy Category Codes.

• Importance Factors – All building codes have importance factors, which are applied to the wind and snow loads (and sometimes seismic loads). Importance factors are used to account for the degree of hazard to human life and property. Importance factors can be viewed as added “safety factors” when the structure is critical to protecting life or providing essential emergency services.

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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 non­moving 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

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• 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 sixty­five 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.

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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 Uniform Live load (psf) Occupancy or Use Uniform Live

load (psf) Assembly areas & theaters Stores Fixed Seats 60 Retail first floor 100 Movable Seats 100 Upper floors 75 Platforms 100 Wholesale, all floors 125 Stage Floor 150 Schools

Libraries Classrooms 40 Reading Rooms 60 Corridors above first floor 80 Stock Rooms 150 First floor corridors 100 Corridors above first floor 80 Storage Warehouses

Manufacturing Light 125 Light 125 Heavy 250 Heavy 250 Armories & Drill Rooms 150

Office Buildings Stairs and Exit ways 100 Offices 50 Walkways & elevated platforms 60 Lobbies 100 Corridors above first floor 80

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.

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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 to­out 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 speed­up 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.

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• Tie­In 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 tie­in and structural tie­in. For the flashing tie­in, 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 tie­ins 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 tie­in amount, the more wind load the two (2) buildings will share.

Additional dead load on the existing structure – structural tie­ins 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 tie­in to the new building. RIGID assumes no responsibility for any tie­in 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 tie­in requirements.

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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 IBC 2000 ASCE

7­98/02/05 IBC 2003

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

IV I

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)

I II

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 day­care 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.

II III

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

III IV

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Roof Live Load Tributary Loaded Area (At) in Square Feet

for any Structural Member Roof Slope F:12

At < 200 200 < At < 600 At > 600 F < 4 20 20(1.2­0.001At) 12

4 < F < 12 20(1.2 – 0.05F) 20(1.2­0.001At) (1.2­0.05F) 12 F > 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 W I N D

Type of Occupancy Snow 100 Miles Hurricane Inland Coastline

I. Storage Facility 0.80 0.90 1.00 II. Standard Occupancy 1.00 1.00 1.10 III. Special Occupancy (>300) 1.10 1.15 1.23 IV. Essential Facility 1.20 1.15 1.23 Source: 2002 MBMA’s Metal Building Systems Manual

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”.

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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 mid­point. This is vertical deflection caused by “dead load” (the weight of the member itself). If a heavy object is placed on the member, it will sag (deflect) even more, but will return to the previous state when the heavy object is removed. This is called “live load” deflection and is caused by a load temporarily displacing the member. Horizontal deflection can be best illustrated by holding a large flexible object perpendicular to a blowing wind. If held in the middle, the ends will bow with the wind. If held on the ends, the middle will bow with the wind. Take the object out of the wind and it will return to its original state.

Buildings react to the wind in relatively the same way. There will always be some degree of movement when the wind is blowing, but when the wind stops, the building will return to its original state. Cranes and other horizontal type loads, like seismic loads, can cause the building to sway horizontally too.

It is important to understand that components and structures deflect because this deflection, if too severe, may have an adverse impact on other building components. For instance, if there are to be masonry walls, more detailed information must be provided considering the unique nature of masonry, which has flexural stiffness but with little flexural strength. This makes masonry design a concern of the designers of steel building frames since masonry walls are in most cases supported by the steel frames for lateral stability.

The design of masonry enclosing walls must take into account the nature and arrangements of supports. Normally, perimeter walls are supported along the bottom edges at the foundation. Sometimes, girts, the roof edges and wind columns additionally support them. What the designers of the masonry has to deal with is the problem of yielding supports, which may affect the actual structure that are dramatically different from design models which are based on non­ yielding supports.

There are several options to choose from in order to solve the problem, such as:

(1) Make no allowance in the steel design, instead, force the design of masonry to account for the deflecting behavior of the steel. This, however, is not practical considering that it

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requires a separate three (3) dimensional analysis for the structure and the masonry acting together.

(2) Limit the deflection of the steel so that it is sufficiently rigid as to nearly achieve the idealized state of non­yielding support. This option is uneconomical and almost impossible to achieve since it requires infinite amount of steel to provide the near infinite stiffness.

(3) Provide some measure of deflection control in the steel and design the masonry accordingly, as used by RIGID per recommendation of MBMA. This is a compromise between the two other options. It entails setting reasonable limits for frame drift and component deflections, at the same time, designing the masonry to conform to these bending.

Deflection must also be considered when the finished structure is to have interior walls and/or ceilings, cranes, conveyors, mechanical equipment, consecutive window placements, etc., which have critical clearances or rigidity requirements. Failure to consider deflection can cause cracking of masonry and plaster walls, insufficient clearances, and many other problems, which, if given proper consideration in the design stage, can be avoided. The following tables identify the deflection criteria to which Rigid Buildings designs its building systems.

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VERTICAL DEFLECTION

Vertical deflections are typically a function of dead load (which is the weight of the structure itself) and imposed live loads and/or snow load acting on a structure. Deflection due to building dead load and any specified collateral load has been accounted for in the design process and will have already occurred upon erection. Deflections for live loads and snow loads will be designed not to exceed the deflection limits stated in the following table.

Member Type Applied Load Deflection Limit

Roof Panels Live or Snow load L/180

Purlins Supporting metal roof Live or Snow load L/150 Metal Roof Standing Seam Live or Snow load L/150 Supporting built­up roof system Dead + Live load L/240 Supporting suspended ceiling Live or Snow load L/240 Supporting plaster/drywall ceiling Live or Snow load L/360

Rafters Supporting metal roof only Dead + Live load L/120

Live or Snow load L/180 Supporting built­up roof system Live load only L/240 Supporting suspended ceilings Live or Snow load L/240 Supporting plaster/drywall ceiling Dead + Live load L/240

Live load only L/360 Supporting Hangar Door Dead + Live load Specified by

Live load only the manufacturer

Floor Beams Supporting concrete slabs Dead + Live load L/240

Live load only L/360 Supporting plywood deck Dead + Live load L/240

Open Web Joist Roof Support Live load only L/240 Plaster ceiling attached Live load only L/360 For all other cases Live load only L/240 Floor Support Live load only L/360

Dead + Live load L/240

Lintel Beam Dead + Live load L/600 ≤ 0.30”

If our RIGID structure is to support ceiling tile, plaster/drywall ceiling, or for any other reason requires other deflection limitations, this must be specified on the order contract documents.

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HORIZONTAL DEFLECTION

Horizontal deflection limits considered for wind and seismic loadings.

Member Type a Deflection Limit Wall Panels L/120

Girts Supporting metal wall L/120 Supporting masonry wall L/240 < 1.5” max. Supporting Glass L/360

Endwall Column Supporting metal wall L/120 Supporting masonry wall L/240 < 1.5” max

Main Frames Supporting metal wall H/60 b Supporting masonry wall

Un­reinforced masonry 0.0625” crack width at base Reinforced masonry H/200

Precast Panel H/100

BeamSupporting Masonry L/240 < 1.5” max.

Notes: a. IBC permits wind load to be as 0.7 times the “component and cladding” loads for the

purpose of determining deflection limits. b. H/67 for Seismic Hazard Exposure (Seismic Use) Group III.

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CRANE DEFLECTION

Deflection criteria for the design of crane systems shall be as recommended by 2002 MBMA’s MBSM (as stated below).

Vertical Deflection Loading Condition Deflection Limit

1. Runway Beams a. Top Running Cranes i. CMAA Classes A, B & C Crane Vertical Static Load L/600 ii. CMAA Classes D Crane Vertical Static Load L/800 iii. CMAA Classes E & F Crane Vertical Static Load L/1000

b. Underhung and Monorail Cranes CMAA Classes A, B & C Crane Vertical L/450

c. Jib Crane Crane live load (crane vertical) L/225*

2. Main Frame Supporting Underhung & Monorail Crane

Crane LL L/240

* Relative deflection of support member and crane boom

Horizontal Deflection Applied Load Deflection Limit Frame Support

Pendant Operated Crane

Crane lateral, seismic or wind

H/100

Cab Operated Crane lateral, seismic or wind

H/240 < 2” max.

Crane Runway Crane lateral L/400

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October 2006 ­ 18 ­

RIGID STANDARDS FOR CORROSION RESISTANCE

Rigid standard for painting of structural steel members is to use a red oxide alkyd enamel primer. This primer has proven to be quite satisfactory for enclosed buildings where the building’s contents do not create a corrosive environment. It is also satisfactory for some external components, such as canopy beams, which are protected from direct sun and rain exposure.

RIGID roof and wall panels are either galvanized or Galvalume TM coated steel (painted or unpainted) available with up to a twenty year limited corrosion resistance warranty on the exposed side. These finishes are standard in the industry and meet most performance requirements.

For buildings located in or near corrosive environments or for buildings, which will house a corrosive environment, the Buyer should obtain information from RIGID concerning actual test data of our standard finishes. The Buyer should then consult with a professional engineer or architect to determine if the standard RIGID product is suitable for the purpose intended. If RIGID standard product is determined to be unsatisfactory, the Buyer must give complete specifications for an acceptable alternate coating.

EXPANSION AND CONTRACTION

Thermal expansion and contraction is caused by exposure to temperature differentials. For example, in direct sunlight the metal roof can reach very high temperatures causing it to expand, then at night the temperatures can cool significantly causing the roof panel to contract. The immediate substructure does not get the extreme temperature differential imposed on the roof panels, but it does nonetheless get enough temperature differential to cause it to expand and contract also, although to a lesser degree.

For large building projects with average openings and standard steel roof and wall covering, RIGID will design expansion joints as needed to compensate for excess expansion and contraction which could be harmful to the structure’s performance. Normally, RIGID’s standard designs will be adequate for structures up to and including 200’ wide and 600’ long. Larger buildings will be reviewed by RIGID design engineers who will evaluate them on a per job basis for the need of expansion control joints.

For material other than steel panels used on wall areas, there could be damage caused by differential expansion and contraction between the steel framing and the alternate material. Building projects that require large areas for glass, masonry, or less flexible components may also need attention to avoid unnecessary damage. If you are using a large area of alternate material in combination with a RIGID building and you are unsure if building expansion and contraction will have an adverse impact, we recommend you to consult with a professional engineer or architect to ensure compatibility.

VIBRATION

Excess vibrations can be caused by activities of the building occupants, mechanical equipment, and strong winds. RIGID typically does not design for excess vibrations in its buildings. If you are including office space in a building, which also has cranes or other mechanical equipment, you should seek the advice of a professional engineer or architect concerning vibration allowances.

Appendix A

October 2006 ­ 19 ­

COMMON BUILDING CODES AND DESIGN INFORMATION REQUIRED BY EACH

The following is a partial listing of major building codes that have been adopted by certain states and/or municipalities that govern the design of buildings being erected within their domain. It is the responsibility of the Buyer to determine what code is appropriate to any given jobsite. Refer to the section titled “Conveying Design Requirements” for an explanation of each load and guidance as to where the information can be found.

Among others, listed under each code heading is the basic design information required for RIGID Engineers to comply with that code. Live loads, collateral loads and auxiliary loads are not noted on the individual lists but must be included on the sales contract.

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE 7­1998, ASCE 7­02 & ASCE 7­05), INTERNATIONAL BUILDING CODE (IBC­ 2000 & IBC­2003) and 2002 METAL BUILDING SYSTEMS MANUAL – MBMA

Basic Wind Speed (in mph, 3 second gust) Wind Importance Factor (Iw) Wind Exposure Building Enclosure Type

Ground Snow Load (in psf) Snow Exposure Factor (Ce) Snow Importance Factor (Is) Thermal Factor (Ct)

Seismic Importance Factor (Ie) Mapped Spectral Response Acceleration (Ss & S1) Site Classification

UNIFORM BUILDING CODE (UBC) 1997

Basic Wind Speed (in mph, fastest mile) Wind Importance Factor (Iw) Wind Exposure Building Enclosure Type

Ground Snow Load (in psf) Snow Importance Factor (Is) Snow Exposure Factor (Ce)

Occupancy Category Soil Profile Type Seismic Zone Near Source Factor (Na, for Zone 4 Only)

Appendix A

October 2006 ­ 20 ­

STANDARD BUILDING CODE (SBC) 1999

Wind Load (in mph, fastest mile) Wind Importance Factor (Iw) Building Enclosure Type

Ground Snow Load (in psf) Snow Importance Factor (Is) Snow Exposure Factor (Ce)

Effective Peak Velocity­Related Acceleration (Av) Effective Peak Acceleration Coefficient (Aa) Seismic Hazard Exposure Group Seismic Performance Category Soil Profile Type

BUILDING OFFICIALS AND CODE ADMINISTRATORS (BOCA) 1999

Wind Load (in mph, fastest mile) Wind Exposure Wind Importance Factor (Iw) Building Enclosure Type

Ground Snow Load (in psf) Snow Importance Factor (Is) Snow Exposure Factor (Ce)

Effective Peak Velocity­Related Acceleration (Av) Effective Peak Acceleration Coefficient (Aa) Seismic Performance Category Seismic Hazard Exposure Group Soil Profile Type

Appendix A

October 2006 ­ 21 ­

Order Entry Process

The Quotation and Contract Form is used to have a consolidated and coordinated list of information received from a customer and/or Sales Representative. The form verifies the accuracy of pricing (estimate) used to make the sale, compliance of the building order with architectural drawings, specifications, required code, etc.

All job contracts must contain the standard 6­page Quotation and Contract Form described herein. Additional pages or attachments may be included to form part of the contract, such as Crane Information Sheet, sketches and other pertinent document to completely describe the scope of work of RBS. When necessary, pages may be reprinted and used several times to contain all the exceptions and/or notations. The requirement for each item is explained in the discussion of the pages of the contract.

The Sales Representative fully assists the customer/buyer in filling out this form in order to correctly and completely specifies a building order.

Appendix A

October 2006 ­ 22 ­

I. QUOTATION & CONTRACT – FIRST PAGE

Appendix A

October 2006 ­ 23 ­

Work Order Issuance Block

When a contract has been executed and becomes a job, the Sales/Project Coordinator uses this block for the issuance of the Work Order released to Engineering during the pre­ construction stage. The number placed in the “Issue” block represents the number of releases, such as the first release of the Work Order and the revisions made therein to any pages. Indicate briefly the nature of the release in the “Description” block, such as “Approval/Permit”, “Permit/Production” or type of revision. The Sales/Project Coordinator puts his/her initials and date of the release.

Buyer Information

This is required for invoice purposes and to keep communication with the person responsible for the building order. Both physical address and P.O. Box are requested (if customer has only a P.O. Box, then RBS cannot deliver any drawing/material via UPS or FEDEX, if required).

The contact person listed should be the person that has the knowledge and authority to answer clarifications that Rigid Building Systems may have on this project.

Quote/Job Information

Quote Information – This block is filled­in during the estimating stage. RBS Estimator indicates Rigid’s Quote number assigned to the job, the number of issue or revision on the pricing and his/her name. The Sales Representative indicates the required date for which the price is being requested.

Job Information ­ Enter the date the request is made to Estimating and the name of the Sales Representative making the request. When project is “sold”, and has been booked as a RBS building order, RIGID’s Sales Order (S.O) number is assigned by the Sales Service Manager and indicated on all sheets of the Work Order prepared by the Project/Sales Coordinator. The quote information listed in the previous (quote) stage allows the Project/Sales Coordinator to reference the quote from which the price is based.

Appendix A

October 2006 ­ 24 ­

Anchor Bolts Information

Indicate if anchor bolts (AB) are to be supplied by RBS or Others. When AB are to be supplied by RBS, indicate if delivery is to made early and the location where the AB materials are to be delivered. Tick the “Customer Pick­up” if the buyer prefers to pick­up the AB materials from RBS shop.

Drawing Requirements Information Indicate the documents to be furnished by RIGID and indicate if an Engineer’s seal is necessary. Certifications (i.e., Letter of Certification (LOC), Building Design Compliance for jobs within the Texas Windstorm Inland Area (TWIA) and other engineering certifications) must be sealed by a Professional Engineer prior to release to the buyer.

The phase of the job is determined by the drawing requirements. The job phase terms are defined as follows:

a.) Approval ­ RBS will furnish approval drawings for the customer’s review and acceptance. Jobs will not be scheduled for production until approval drawings are returned to RBS with customer’s notation (if any) and signature.

b.) Permit ­ to be marked on drawings if drawings are required for customer to apply for building permit from local authorities.

c.) Construction ­ RBS will start the production stage from detailing up to fabrication and shipping.

Quantities of drawings are RBS standard. Whenever additional sets of drawings are required, indicate quantity. A $25.00 fee for each set of additional drawing is required over the standard quantity.

If drawings are to be sent to an address other than that of the buyer, list the address. Otherwise, mark the “buyer’s address”.

Appendix A

October 2006 ­ 25 ­

End User Information

Complete End­User Info. The “Owner Name” may be the building owner/user or sometimes, the same as the buyer/customer. The Company Name, complete street address, city, county, state and zip code should be indicated. List also buyer’s P.O. Number or Reference Name for RBS customer’s reference when they receive invoices and/or correspondence.

If the customer submits a purchase order for a project, the purchase order number must be listed on “Buyer’s PO or Ref. Name” as reference for the accounting department.

An End­Use customer is the person or entity occupying the building, and not necessarily the same information as the “buyer”.

Shipping Information

List jobsite person to be notified about the shipment of materials, phone numbers and complete/exact physical address for delivery. If unknown or not yet established, provide a map to the jobsite.

Indicate if freight is to be “collected” (frt. coll), “prepaid” (Ppd.), “Customer Pick­Up” (CPU), “consolidated freight” (Cons. Frt.) or “Others”. List total shipping weight of the project, found at the estimate recap sheet.

Drawings/Specifications Information

The contract is to specify and indicate if there are architectural plans or drawings and/or specifications that RBS is to comply with. List each plan, with any revisions or issue dates. Indicate if the building order is furnished with a copy of the specifications and other RBS forms, such as the Crane Information Sheet, Jib Crane Information Sheet, Color Selection Form, Site Topography Form and/or sketches to describe the building.

Appendix A

October 2006 ­ 26 ­

Building Conformity Information

Indicate the building conformity. If no plans or specifications are submitted with the order, then the building is priced, designed and detailed per RBS standard specifications.

If architectural plans are submitted, but no specifications, then RBS follows plans for general layout and utilize RBS standard specifications for pricing, design and detailing.

If plans and specifications are submitted, RBS uses and follows the submittal for compliance and list any exclusion from the customer’s specification. Building pricing, design and detailing are based on the customer’s plans and specifications provided.

Price Summary Information

This portion summarizes the bid prices submitted to the customer based from several alternative estimates made, if any. Indicate which alternates are accepted or excluded and if total quoted price includes freight on board cost and tax. The Sales Representative signs off and indicates the date when the quotation is submitted to the customer/buyer.

Offer to Purchase Information

Indicate if the final total contract price or sale of the building agreed upon between the customer and RBS includes the “Freight on Board (FOB)” cost and tax. Both the Buyer and the Contracts Manager are to affix their signatures, job title and the date when the contract was executed. Customer is also informed that the requirements for the building order are available at RIGID website.

Appendix A

October 2006 ­ 27 ­

II. QUOTATION & CONTRACT – SECOND PAGE

Each building structure, if there is more than one in a single building sale, must have its own building description using repetitively this second page. Building code, loads and seismic data should be consistent with all other building structures as the entire project is located in one area.

Appendix A

October 2006 ­ 28 ­

Codes Information

This block determines the forces, which the structure will incur and must withstand in order to comply with the governing local building codes. Although RBS will ensure the structural integrity of the structure, RBS cannot take responsibility for determining the required loads for building design.

The buyer or the Sales Representative must provide RBS with the governing code information, loads and various site conditions that will affect the design. The buyer should contact a professional engineer or architect to determine which loads/code will govern their particular structure. Another source to determine the correct code/loads would be the building officials at the local planning or code enforcement department where the building will be located. Indicate the year of the governing building code to be used. If left blank, the building will be designed based on the latest issue or per requirements of the specifications, if provided.

RBS standard design code is based on the requirements of the Metal Building Manufacturer’s Association (MBMA). If other code is required, list and specify on “Other Code”. Note that UBC, BOCA, ASCE and IBC codes have wind exposure categories, see below wind exposure categories described for each code.

Wind Exposure Category Wind Exp

UBC 1997 BOCA 1999 ASCE 7­98 ASCE 7­02/ ASCE 7­05

IBC 2000/IBC 2003

A Large city centers with at least 50% of the buildings having a height in excess of 70feet (21336mm). Use of this exposure category shall be limited to those areas for which terrain representative of Exposure A prevails in the upwind direction for a distance of at least one­ half mile or ten times the height of the building structure, whichever id greater. Possible channeling effects or increased velocity pressures due to the building or structure being located in the wake of adjacent building buildings shall be taken into account in the determination of the design wind pressure.

Large city centers with at least 50% of the buildings having a height in excess of 70feet (21.3m). Use of this exposure category shall be limited to those areas for which terrain representative of Exposure A prevails in the upwind direction for a distance of at least ½ mi (0.8km) or 10 times the height of the building structure, whichever id greater. Possible channeling effects or increased velocity pressures due to the building or structure being located in the wake of adjacent building buildings shall be taken into account.

Not used. IBC 2000: Large city centers with at least 50% of the buildings having a height in excess of 70feet (21336mm). Use oft his exposure category shall be limited to those areas for which terrain representative of Exposure A prevails in the upwind direction for a distance of at least one­ half mile or ten times the height of the building structure, whichever id greater. Possible channeling effects or increased velocity pressures due to the building or structure being located in the wake of adjacent building buildings shall be taken into account. IBC 2003: this exposure category is not used in ASCE 7­05.

Appendix A

October 2006 ­ 29 ­

B Has terrain with buildings, forest or surface irregularities, covering at least 20% of the ground level area extending ½ mile (1.61 km) or more from the site.

Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions having the size of single­ family dwellings or larger. This exposure category shall be limited to those areas for which terrain representative of Exposure B prevails in the upwind direction for a distance of at least 1,500 feet (457m) or ten times the height of the building or structure, whichever is greater.

Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions having the size of single­ family dwellings or larger. Use of this exposure category shall be limited to those areas for which terrain representative of Exposure B prevails in the upwind direction for a distance of at least 1,500 feet (460m) or 10 times the height of the building or structure, whichever is greater.

Apply where the ground surface roughness condition, as defined by Surface Roughness B, prevails in the upwind direction or a distance of at least 2,600ft (792m) or 20 times the height of the building, whichever is greater. Exception: For buildings whose mean roof height is less than or equal to 30ft, the upwind distance may be reduced to 1,500 ft (457m).

Surface Roughness B: Urban and suburban areas, wooded areas, or other terrain with numerous closely spaced obstructions having the size of single­family dwellings or larger.

Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions having the size of single­family dwellings or larger. Exposure B shall be assumed unless the site meets the definition of another type of exposure.

C Has terrain that is flat and generally open, extending ½ mile (0.81 km) or more from the site in any full quadrant.

Open terrain with scattered obstructions having heights generally less than 30 feet (9144mm). This category includes flat, open country and grasslands.

Open terrain with scattered obstructions having heights generally less than 30 feet (9.1m). This category includes flat open country and grasslands.

Note: ASCE7­98 in this category included shorelines in hurricane prone regions.

Apply for all cases where Exposure B and D do not apply.

Surface Roughness C: Open terrain with scattered obstructions having heights generally less than 30ft (9.1m). This category includes flat open country, grassland, and all water surfaces in hurricane prone regions.

Open terrain with scattered obstructions, including surface undulations or other irregularities, having heights generally less than 30 feet (9.1m) extending more than 1,500 feet (457.2m) from the building site in any quadrant. This exposure applies to any building located within Exposure B type terrain where the building is directly adjacent to open areas of Exposure C type terrain in any quadrant for a distance of more than 600feet ((182.9m). This category includes flat open country, grasslands and shorelines in hurricane­prone regions.

D Represents the most severe exposure in areas with basic wind speed of 80 miles per hour (mph) (129km/h) or greater and has terrain that is flat and unobstructed facing large bodies of water 1 mile (1.61km) or more in width relative to any quadrant of the building site. Exposure D extends inland from the shoreline ¼ mile (0.40 km) or 10 times the building height, whichever is greater.

Flat, unobstructed area exposed to wind flowing over large bodies of water, which are greater than 1 mile (1.6km) in width in the upwind direction. This exposure shall apply only to those buildings and other structures exposed to wind coming from over the water. Exposure D extends inland from the shoreline a distance of 1,500feet (457m) or ten times the height of the building or structure, whichever is greater.

Flat, unobstructed area exposed to wind flowing over open water for a distance of at least 1 mi (1.61km). This exposure shall apply only to those buildings and other structures exposed to the wind coming from over the water. Exposure D extends inland from the shoreline a distance of 1,500 feet (460m) or 10 times the height of the building, whichever is greater. Note: ASCE 7­98 specifically excluded shorelines in hurricane prone regions and

Apply where the ground surface roughness, as defined by Surface Roughness D, prevails in the upwind direction for a distance greater than 5,000ft (1,524m) or 20 times the building height, whichever is greater. Exposure D shall extend into downward areas of Surface Roughness B or C for a distance of 600ft (200m) or 20 times the height of the building, whichever is greater.

Flat, unobstructed area exposed to wind flowing over open water (excluding shorelines in hurricane prone regions) for a distance of at least 1 mi (1.61km). Shorelines in Exposure D include inland waterways, the Great Lakes and coastal areas of California, Oregon, Washington and Alaska. This exposure shall apply only to those buildings and other structures exposed to the wind coming from over the water. Exposure D extends inland from the

Appendix A

October 2006 ­ 30 ­

included “Shorelines in Exposure D include inland waterways, the Great Lakes and coastal areas of California, Oregon, Washington and Alaska”.

shoreline a distance of 1,500 feet (460m) or 10 times the height of the building, whichever is greater.

Sources UBC97, Sec. 1616 BOCA99, Sec. 1609.4 ASCE7­98, Sec. 6.5.6.1 ASCE7, Sec. 6.5.6.2 & Sec. 6.5.6.3 IBC00/IBC03 Sec. 1690.4

Although the above table has identified UBC, BOCA, ASCE 7­98 and IBC to have wind “Exposure A”, “Exposure B” shall be considered as the minimum wind exposure for a building and other structures sited in terrain representative of Exposure A, unless otherwise specified by the customer. ASCE has provided below aerial photographs, representative of each exposure type in the commentary to aid the building user in establishing the proper exposure to a given site.

For buildings sited in the transition zone between exposure categories, the category with the largest wind force shall be used.

Appendix A

October 2006 ­ 31 ­

Appendix A

October 2006 ­ 32 ­

Appendix A

October 2006 ­ 33 ­

Appendix A

October 2006 ­ 34 ­

Load Information The load information dictates the loads to be used in the design and/or to be carried by the structure.

a) Live Load – any movable object carried by the structure during and after construction, other than wind, snow, seismic or dead loads. Live load is further classified according to its application, as follows:

a.1) Frame Live Load – is the load, which the structure will carry on actual frames. Indicate “YES” if tributary area reduction is allowed or “NO” if not allowed.

a.2) Roof Live Load – Indicate this load to be carried by purlins or roofing during construction and maintenance on the contract. Such load includes weight of workers, equipment and building materials.

b) Ground Snow Load (GSL) –load required and determined under the building code, i.e., building structure in Houston, Texas has different GSL than structure in Denver, Colorado. Ground Snow Load must be listed to determine the roof snow load, which is the load imposed on roof due to snow accumulation. Do not leave this item blank. Write down zero (0) if the building is located in an area where there is no snow. The ground snow load map for the United States taken from 2003 International Building Code is provided in this Order Entry Manual.

Also, tick the box “YES” if the building is heated or “NO” if unheated. This is to determine the thermal factor, which quantifies the difference in ground­to­roof conversion factors due to heat loss through the roof layer. The roof snow on the heated homes will be noticeably less than the roof snow present in the garages. For unheated structures, the flat roof snow load could be larger than the ground snow load. However, for heated structures absent drifting and sliding, the roof load never exceeds the ground snow load. Refer also to “Thermal factor, Ct” provided herein.

c) Snow Exposure Factor (Ce) – Based on building location and surrounding factors, which can affect the amount of snow the building may accumulate. The snow exposure factor is found under “Snow Loads” section of each building code. Do not leave this item blank. If the ground snow load is zero, write down “Not Applicable” or “N/A”.

For UBC97, the snow exposure factor (Ce), shall be per table below: Snow Exposure Factor (Ce) 1, 2 for UBC97

1. Roofs located in generally open terrain extending one­half mile (804.7m) or more from the structure. 0.6

2. Structures located in densely forested or sheltered areas. 0.9 3. All other structures 0.7

Source:Table A­16­A, UBC97

Appendix A

October 2006 ­ 35 ­

1 The building official may determine this coefficient for specific structures with special local conditions. For Alaska, Arizona and Hawaii, the coefficient shall be determined by the building official.

2 For roofs at or near grade with slopes less than 3 units vertical in 12 units horizontal (25% slope) or decks at or near grade, Ce equals 1.0

For IBC00/03, ASCE7, SBC99 and BOCA99, the snow exposure factor (Ce) shall be in accordance with table as shown. Refer to the wind exposure category for the description of the terrain category.

Snow Exposure Factor (Ce) for IBC00/03, ASCE7, SBC99 & BOCA99 EXPOSURE OF ROOF a, b Terrain Category

Fully exposed c Partially exposed Sheltered A (See Wind Exposure Category) N/A 1.1 1.3 B (See Wind Exposure Category) 0.9 1.0 1.2 C (See Wind Exposure Category) 0.9 1.0 1.1 D (See Wind Exposure Category) 0.8 0.9 1.0 Above the treeline in windswept mountainous areas. 0.7 0.8 N/A

In Alaska, in areas where trees do not exist within a 2­mile (3km) radius of the site.

0.7 0.8 N/A

Source: Table 1608.3.1 (IBC00/03), Tale 1608.3.1 (BOCA99) & Table 7­2 (ASCE7) a. The terrain category and roof exposure chosen shall be representative of the anticipated conditions during the life of the structure. An exposure factor shall be determined for each roof of a structure.

b. Definitions of roof exposure are as follows: 1. Fully exposed shall mean roofs exposed on all sides with no shelter afforded by terrain, higher structures or trees, Roofs that contain several large pieces of mechanical equipment, parapets which extends above the height of the balanced snow load, hb or other obstructions not in this category.

2. Partially exposed shall exclude all roofs except those designated as “fully exposed” or “sheltered”. 3. Sheltered roofs shall mean those roofs located tight in among conifers that qualify as “obstruction”.

c. Obstructions within a distance of 10ho provide “shelter”, where ho is the height of the obstruction above the roof level. If the only obstructions are a few deciduous trees that are leafless in winter, the “fully exposed” category shall be used except for terrain category “A”. Note that these heights above the roof. Heights used to establish the terrain category in Section 1609.4 (IBC 2003) or Section 6.5.3 (ASCE 7­05) are heights above the ground.

d) Snow Importance Factor (Is) – Used to determine the degree of hazard to building occupants and/or property. The local building official or a professional engineer may determine for the customer this information based from the governing building code. Do not leave this item blank. If the ground snow load is zero, indicate “0”. Refer to the “Classification of Buildings and Other Structures for Importance Factor”.

e) Thermal Factor, (Ct) – Since it is expected that cold roofs will have more snow, than on warm roofs, the thermal factor presented in the table will illustrate the most likely roof condition during the life of the building structure.

Thermal Factor (Ct) for IBC00/03, ASCE7 & BOCA99 Thermal Condition a Ct

All structures except as indicated below 1.0 Structures kept just above freezing and others with cold, ventilated roofs in which the thermal resistance (R­ value) between the ventilated space and the heated space exceeds 25h x f t 2 x o F/Btu 1.1

Unheated structures 1.2 Continuously heated greenhouse s with a roof having a thermal resistance (R­value) less than 2.0h x ft 2 x o F/Btu 0.85 c

Source: Table 1608.3.1 (IBC00/03) & Table 7­3 (ASCE7) a. These conditions shall be representative of the anticipated conditions during winters for the life of the structure. b. Greenhouses with a constantly maintained interior temperature of 50 o F (10 o C) or more at any point 3 ft above the floor level during winters and having either a maintenance attendant on duty at all times or a temperature alarm system to provide warning in the event of a heating failure.

c. For BOCA99, Ct for continuously heated greenhouse shall be 0.83

Appendix A

October 2006 ­ 36 ­

Ground Snow Load for the United States

Source: Figure 1608.2, 2003 International Building Code

Appendix A

October 2006 ­ 37 ­

Ground Snow Load for the United States (continued)

Source: Figure 1608.2, 2003 International Building Code

Appendix A

October 2006 ­ 38 ­

f) Wind Load (WL) – the wind speed or force applied on structure from horizontal direction as determined by geographical location. Each building code shows a map of the basic wind speed. The wind speed from the governing building code is used in the determination of design wind loads on buildings and other structures. For ASCE 7­95, ASCE 7­98, ACSE 7­02 and IBC, indicate the three (3) second gust wind speeds.

If the wind load provided under the contract is higher than the wind load specified under the governing building code, the higher wind load shall prevail and be indicated in the Contract/Work Order. If the wind load provided in the contract is less than the wind load specified in the building code, customer needs to be informed that the wind load per code shall be used. Refer also to the Basic Wind Speed map of the 2003 International Building Code provided in this Order Entry Manual.

Wind loads also have an importance factor. The importance factors for wind load, snow load and seismic load are determined based on the “Classification of Buildings and Other Structures for Importance Factor” of the governing code. The values for the importance factors used by different building codes are also provided therein.

g) Collateral Load (CO) – Additional permanent load exerted by other forces such as mechanical load (electrical/HVAC) or sprinkler systems. If there is a collateral load, the customer must specify the nature of collateral loading on the Contract. RBS cannot assume such load, nor is this loading is called out in the design codes. This load is a project specific load to be established and supplied by the customer. Refer to Table 1.1 (c) of 2002 MBSM­MBMA for suggested collateral load. If there is no collateral load required, indicate zero “0”.

h) Other Load – this section is to be used as a “catch all” for any loads that will be imposed on the structure not addressed in the sections listed. These loads may be additional uniform load or additional point loads that need to be supported by RBS framing structures. Use the general notes/exception block to list and describe all other loads if the space provided is not sufficient. Do not leave this item blank. Indicate zero (0) if not applicable.

Appendix A

October 2006 ­ 39 ­

Basic Wind Speed (3­second gust)

Source: Figure 1609, 2003 International Building Code

Appendix A

October 2006 ­ 40 ­

Basic Wind Speed (3­second gust) ­ continued

Source: Figure 1609, 2003 International Building Code

Appendix A

October 2006 ­ 41 ­

Basic Wind Speed (3­second gust) – continued Western Gulf of Mexico Hurricane Coastline

Source: Figure 1609, 2003 International Building Code

Appendix A

October 2006 ­ 42 ­

Basic Wind Speed (3­second gust) – continued Eastern Gulf of Mexico and Southeastern U.S. Hurricane Coastline

Source: Figure 1609, 2003 International Building Code

Appendix A

October 2006 ­ 43 ­

Basic Wind Speed (3­second gust) – continued Mid and Northern Atlantic Hurricane Coastline

Source: Figure 1609, 2003 International Building Code

Appendix A

October 2006 ­ 44 ­

Classification of Buildings and Other Structures for Importance Factor

IBC 2003 (Table 1604.5) Category a Nature of Occupancy Seismic

Factor, IE Snow

Factor, IS Wind

Factor, IW I Buildings and other structures that represent a low hazard to

human life in the event of failure including, but not limited to: • Agricultural buildings

• Temporary facilities

• Minor storage facilities

1.00 0.80 0.87 b

II Buildings and other structures except those listed in Categories I, III and IV 1.00 1.00 1.00

III Buildings and other structures that represent a substantial hazard to human life in the event of failure including, but not limited to: • Buildings and other structures where more than 300

people congregate in one area

• Buildings and other structures with elementary, secondary school or day care facilities with an occupant load greater than 250.

• Buildings and other structures with an occupant load greater than 500 for colleges or adult education facilities

• Health care facilities with an occupant load of 50 or more resident patients but not having surgery or emergency treatment facilities

• Jails and detention facilities

• Power­generating stations, water treatment for potable water, waste water treatment facilities and other public utility facilities not included in Category IV

• Buildings and other structures not included in Category IV containing sufficient quantities of toxic or explosive substances to be dangerous to the public if released.

1.25 1.10 1.15

IV Buildings and other structures designated as essential facilities including, but not limited to: • Hospitals and other health care facilities having surgery

or emergency treatment facilities

• Fire, rescue and police stations and emergency vehicle garages

• Designated earthquake, hurricane, or other emergency shelters

• Designated emergency preparedness, communication, and operation centers and other facilities required for emergency response

• Power­generating stations and other public utility facilities required as emergency backup facilities for Category IV structures

• Structures containing highly toxic materials as defined by Section 307 where quantity of the material exceeds the maximum allowable quantities of Table 307.7(2)

• Aviation control towers, air traffic control centers and emergency aircraft hangars

• Buildings and other structures having critical national defense functions

• Water treatment facilities required to maintain water pressure for fire suppression.

1.50 1.20 1.15

a. For the purpose of Section 1616.2, Categories I and II are considered Seismic Use Group I, Category III is considered Seismic Use Group II and Category IV is equivalent to Seismic Group III.

b. In hurricane­prone regions with V>100 miles per hour, IW shall be 0.77

Appendix A

October 2006 ­ 45 ­

IBC 2000 (Table 1604.5) Category a Nature of Occupancy Seismic

Factor, IE Snow

Factor, IS Wind

Factor, IW I Buildings and other structures except those listed in

Categories II, III and IV 1.00 1.00 1.00

II Buildings and other structures that represent a substantial hazard to human life in the event of failure including, but not limited to: • Buildings and other structures where more than 300

people congregate in one area

• Buildings and other structures with elementary, secondary school or day care facilities with capacity load 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

• Any other occupancy with an occupant load greater than 5,000

• Power­generating stations, water treatment for potable water, waste water treatment facilities and other public utility facilities not included in Category III

• Buildings and other structures not included in Category III containing sufficient quantities of toxic or explosive substances to be dangerous to the public if released.

1.25 1.10 1.15

III Buildings and other structures designated as essential facilities including, but not limited to: • Hospitals and other health care facilities having surgery

or emergency treatment facilities

• Fire, rescue and police stations and emergency vehicle garages

• Designated earthquake, hurricane, or other emergency shelters

• Designated emergency preparedness, communication, and operation centers and other facilities required for emergency response

• Power­generating stations and other public utility facilities required as emergency backup facilities for Category III structures

• Structures containing highly toxic materials as defined by Section 307 where quantity of the material exceeds the exempt amounts of Table 307.7(2)

• Aviation control towers, air traffic control centers and emergency aircraft hangars

• Buildings and other structures having critical national defense functions

• Water treatment facilities required to maintain water pressure for fire suppression.

1.50 1.2 1.15

IV Buildings and other structures that represent a low hazard to human life in the event of failure including, but not limited to: • Agricultural buildings

• Temporary facilities

• Minor storage facilities

1.00 0.8 0.87 b

a. “Category” is equivalent to “Seismic Use Group” for the purpose of Section 1616.2. b. In hurricane­prone regions with V>100 miles per hour, IW shall be 0.77

Appendix A

October 2006 ­ 46 ­

ASCE 7­98/02/05 (Table 1­1, Table 6­1, Table 7­4, Table 9.1.3 and Table 9.1.4)

Category Nature of Occupancy Seismic Factor c ,

IE

Snow Factor,

IS

Wind Factor a IW

I Buildings and other structures that represent a low hazard to human life in the event of failure including, but not limited to: • Agricultural buildings • Temporary facilities • Minor storage facilities

1.00 0.80 0.87 b

II Buildings and other structures except those listed in Categories I, III and IV 1.00 1.00 1.00 III Buildings and other structures that represent a substantial hazard to human life in the event

of failure including, but not limited to: • Buildings and other structures where more than 300 people congregate in one area • Buildings and other structures with day acre facilities with capacity greater than 150 • Buildings and other structures with elementary school or secondary school with

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 • Power­generating stations and other public utility facilities not included in Category IV Buildings and other structures not included in Category IV (including, but not limited to, facilities that manufacture, process, handle, store, use, or dispose of such substances as hazardous fuels, hazardous chemicals, hazardous waste, or explosive) containing sufficient quantities of hazardous materials to be dangerous to the public if released.

Building and other structures containing hazardous materials shall be eligible for classification as Category II structures if it can be demonstrated to be satisfaction of the authority having jurisdiction by a hazard assessment as described in Section 1.5.2 that a release of the hazardous material does not pose a threat to the public.

1.25 1.10 1.15

IV Buildings and other structures designated as essential facilities including, but not limited to: • Hospitals and other health care facilities having surgery or emergency treatment

facilities • Fire, rescue and police stations and emergency vehicle garages • Designated earthquake, hurricane, or other emergency shelters • Designated emergency preparedness, communication, and operation centers and

other facilities required for emergency response • Power­generating stations and other public utility facilities required in an emergency • Ancillary structures (including, but not limited to, communication towers, fuel storage

tanks, cooling towers, electrical substations structures, fire water storage tanks or other structures housing or supporting water, or other fir­suppression materials or equipment) required for the operation of Category IV structures during an emergency.

• Aviation control towers, air traffic control centers and emergency aircraft hangars • Water storage facilities and pump structures required to maintain water pressure for

fire suppression • Buildings and other structures having critical national defense functions Building and other structures (including, but not limited to, facilities that manufacture, process, handle, store, use or dispose of such substances as hazardous fuels, hazardous chemicals, hazardous waste, or explosives) containing extremely hazardous materials where the quantity of the material exceeds a threshold quantity established by the authority having jurisdiction. Buildings and other structures containing extremely hazardous materials shall be eligible for classification as Category II structures if it can be demonstrated to the satisfaction of the authority having jurisdiction by a hazard assessment as described in Section 1.5.2 that a release of the extremely hazardous material does not pose a threat to the public. The reduced classification shall not be permitted if the buildings or other structures also function as essential facilities.

1.50 1.20 1.15

a. For non­hurricane prone regions and hurricane prone regions with V=85­100mph and Alaska. b. Hurricane prone regions with V>100mph, Iw shall be 0.77 c. “Category” is equivalent to “Seismic Use Group” for the purpose of Section 9.1.3.

Appendix A

October 2006 ­ 47 ­

UBC 1997 (Table 16­K) Occupancy Category Occupancy or Functions of Structure

Seismic Importance Factor, IE

Snow Importance Factor, IS

Wind Importance Factor, IW

1. Essential Facilities 2

• Group I, Division 1 Occupancies having surgery and emergency treatment areas

• Fire and police stations

• Garages and shelters for emergency vehicles and emergency aircraft

• Structures and shelters in emergency­ preparedness centers

• Aviation control towers

• Structures and equipment in government communication centers and other facilities required for emergency response

• Standby power­generating equipment for Category 1 facilities

• Tanks or other structures containing housing or supporting water or other fire­suppression material or equipment required for the protection of Category 1,2,3 structures

1.25 1.15 1.15

2. Hazardous Facilities

• Group H, Divisions 1,2,6 and 7 Occupancies and structures therein housing or supporting toxic or explosive chemicals or substances

• Nonbuilding structures housing, supporting or containing quantities of toxic or explosive substances that, if contained within a building, would cause that building to be classified as a Group J, Division 1,2 or 7 Occupancy

1.25 1.15 1.15

3. Special Occupancy Structures 3

• Group A, Division 1, 2 and 2.1 Occupancies

• Buildings housing Group E, Divisions 1 and 3 Occupancies with a capacity greater than 300 students

• Building housing Group B Occupancies used for college or adult education with a capacity greater than 500 students

• Group I, Division 1 and 2 Occupancies with 50 or more resident incapacitated patients, but not included in Category 1

• Group I, Division 3 Occupancies

• All structures with an occupancy greater than 5,000 persons

• Structures and equipment in power­generating stations, and other public utility facilities not included in Category 1 or Category 2 above, and required for continues operation

1.00 1.15 1.00

4. Standard Occupancy Structures 3

• All structures housing occupancies or having functions not listed in Category 1, 2 or 3 and Group U Occupancy towers

1.00 1.00 1.00

5. Miscellaneous Structures

• Group U Occupancies except for towers 1.00 1.00 1.00

1. The limitation of Ip for panel connections in Section 1633.2.4 shall be 1.0 for the entire connector. 2. Structural observation requirements are given in Section 1702. 3. For anchorage of machinery and equipment required for life­safety system, the value of Ip shall be

taken as 1.5 For agricultural buildings, production greenhouses and other miscellaneous structures, Is shall be 0.9

Appendix A

October 2006 ­ 48 ­

SBC 1999 (Table 1606) Nature of Occupancy Use Factor

(Wind) All buildings and structures except those listed below 1.0 Buildings and structures where the occupant load is 300 or more in any one room

1.15

Buildings and structures designated as essential facilities, including, but not limited to:

1. Hospital and other medical facilities having surgery or emergency treatment areas

2. Fire or rescue and police stations 3. Primary communication facilities and disaster

operations centers 4. Power stations and other utilities required in an

emergency

1.15

Buildings and structures that represent a low hazard to human life in the event of failure, such as agricultural buildings, certain temporary facilities, and minor storage facilities

0.9

BOCA 1999 (Table 1609.5) Wind Importance Factor a

(Table 1609.5) Nature of Occupancy 100 miles c

from hurricane oceanline, and in other areas

At Hurricane oceanline b

Snow Importance Factor

(Table 1608.3.3)

All buildings and structures except those listed below 1.0 1.10 1.00 Buildings in Use Group A in which more than 300 people congregate in one area

1.15 1.23 1.10

Buildings and structures having essential facilities, including buildings containing any one or more of the indicated occupancies 1. Fire, rescue and police stations 2. Use Group 1­2 having surgery or emergency

treatment facilities 3. Emergency preparedness centers 4. Designated shelters for hurricanes 5. Power generating stations and other utilities

required as emergency backup facilities. 6. Primary communication facilities

1.15 1.23 1.20

Buildings and structures that represent a low hazard to human life in the event of failure, such as agricultural buildings, production greenhouses, certain temporary facilities and minor storage facilities

0.9 1.00 0.80

Note a. For regions between the hurricane oceanline and 100 miles inland, the importance factor (I) shall be determined by linear interpolation Note b. Hurricane oceanlines are the Atlantic and Gulf of Mexico coastal areas Note c. 1 mile = 1.6 km

Appendix A

October 2006 ­ 49 ­

Deflection Criteria Information

Complexity – the Project/Sales Coordinate enters the building complexity computed by the RBS Estimator. This information is obtained from the sales recap sheet provided to the Project/Sales Coordinator processing the job.

Deflection Criteria ­ is defined as the “sag” of a structural member, due to its own weight and the load it carries. There are two (2) types of deflection, horizontal and vertical. Vertical deflection is the “sag” of a member when loads are applied in vertical direction. Horizontal deflection is the lateral displacement of a member when loaded. It is caused by variances such as wind, and how a member can bend due to such forces.

RBS standard deflection is discussed and listed under the “Serviceability Considerations” of the Order Entry Manual. If other deflection criteria are required, it must be noted as “Other” and described clearly in the contract. A building that is covered by brick, Exterior Insulation & Finish System (EIFS) or glass will have different deflection criteria than a standard metal panel covering to prevent cracking or breaking of such covering.

The deflection limits define the serviceability of a building, or its functional performance as it relates to the expected use of the structure. Items that affect serviceability include the above deflection criteria, corrosion resistance and movement of members during expansion and contraction due to weather fluctuations.

If the deflection criteria specified by the customer in the contract is stringent than the RBS standard deflection, RBS will use customer’s requirements. However, if the customer indicated a less stringent deflection limit in the contract than the RBS standard deflection, RBS shall use and satisfy the standard deflection established. The Sales Representative or the Sales/Project Coordinator shall notify the customer of such change in the contract.

Seismic Load Data/Information

Seismic load is determined by the governing code . The magnitude is dependent upon the geographic location. The importance factor (danger of hazard to occupants or property), coefficients (as required by certain codes) and seismic zones are factors that affect the building design. The Sales Representative is to assist the customer when listing the seismic load/data. These items are available in each building code and may be obtained from the local building official or a professional engineer.

Appendix A

October 2006 ­ 50 ­

For SBC­99, MBMA 1996, BOCA­99 and ACSE 7­93/95, the following seismic data are required:

Av ­ is the coefficient representing effective peak velocity­related acceleration. Refer to the contour map of effective peak velocity­related acceleration coefficient of the governing building code.

Aa ­ is the coefficient representing effective peak acceleration. Refer to the contour map of effective peak velocity­related acceleration coefficient of the governing building code.

Seismic Performance Category – is a function of the building end­use and the effective peak velocity­related acceleration (Av). It is also termed as seismic design category.

Seismic Hazard Exposure Group (seismic use group) ­ These are groups according to the nature of occupancy.

Soil Profile Type or Site Classification – the actual type of soil where the structure will be erected. Where soil properties on some locations are not known in sufficient detail to determine the soil profile type, a site coefficient of 2.0, which is for soil type “S4” is to be used.

For ASCE 7­98/02/05 & 02 and IBC 00/03, provide the following seismic data: Site Classification – the site shall be classified as one of the site classes define below:

SITE CLASS DEFINITION Average Properties in Top 100 feet (As per Section 1615.1.5, IBC) Site

Class Soil Profile Name Soil shear wave

Velocity, Vs (ft/s) Standard penetration

Resistance, N Soil undrained

Shear strength, Su, (psf) A Hard rock Vs > 5,000 N/A N/A B Rock 2,500 < Vs ≤ 5,000 N/A N/A C Very dense soil and soft rock 1,200 < Vs ≤ 2,500 N > 50 Su ≥ 2,000 D Stiff soil profile 600 < Vs ≤ 1,200 15 ≤ N ≤ 50 1,000 ≤ Su ≤ 2,000 E Soft soil profile Vs < 600 N < 15 Su < 1,000

E ­­

Any profile with more than 10feet of soil having the following characteristics: 1. Plasticity Index PI x 20, 2. Moisture content w ≥ 40%, and 3. Undrained shear strength su < 500 psf

F ­­

Any profile with more than 10feet of soil having the following characteristics: 1. Soil vulnerable to potential failure or collapse under seismic loading such as liquefiable

soils, quick and highly sensitive clays, and collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H>10feet of peat and/or highly organic clay where

H=thickness of coil) 3. Very high plasticity clays (H>25 feet with plasticity index PI x 75) 4. Very tick soft/medium stiff clays (H>120feet) Source: Table 1615.1.1, IBC 00/03, Sec. 9.4.1.2.1, ASCE7­98/02 & Table 20.3­1, ASCE7­05

According to the codes, if the soil properties are not known, Site Class D or SD shall be used unless the local building official determines that Site Class E or F soil is likely to be present at the site or the soil class is established by geotechnical data.

Ss – is the mapped maximum earthquake, 5% damped, spectral response acceleration at short periods.

S1 –mapped maximum considered earthquake, 5% damped, spectral response acceleration at a period of 1 sec

Appendix A

October 2006 ­ 51 ­

Figures 1615 (1) thru (10) of IBC 00/03 are herein provided to be used in determining the maximum considered earthquake spectral response acceleration at short periods (Ss) and at 1­second period (S1). The Sales Representative may also refer to the Climatological Data of the Metal Building Systems Manual of MBMA­02 for the values of Ss and S1 and Climatological Data of MBMA 1996 for the values of Av and Aa.

For UBC­97, the soil profile types are the same way defined as IBC and ASCE7 building codes. Soil Profile Type should be determined and indicated in the Work Order. Otherwise, when soil properties are not known, Type SD shall be used. Per code, Soil Profile Type SE need not be assumed unless the building official determines that Soil Profile Type SE may be present at the site or in the event that Type SE is established by geotechnical data.

Zone – determines chance of earthquake occurrence in a particular location. Seismic zone shall be in accordance with Figure 16­2 (page 2­37) of the UBC Code. When UBC code is the governing code and the job is located in a non­seismic area, indicate zero (0) for the zone. Do not leave the seismic zone blank.

Seismic Importance Factor – for ASCE 7­98 & 02, IBC 00/03 and UBC­97, refer to pages 37 to 40 of this manual.

Appendix A

October 2006 ­ 70 ­

Building Enclosure Information

Unless indicated on the customer’s specifications, the Sales Representative is to assist the customer in determining the type of building enclosure, based on the following definitions:

Fully Enclosed Building ­ a structure that encloses a space and does not have openings that qualify under the definitions of a partially enclosed or open building of the governing building code. Windows, doors, and other building accessories, designed to resist the wind pressures set forth under Section 5.5 of the MBMA Low Rise Building Systems Manual need not be considered as openings.

Partially Enclosed/Open Building ­ a building in which the total area of openings in a wall that receives positive external pressure exceeds the sum of the areas of openings for the balance of the building envelope (wall and roof) and exceeds 5 percent of the area of that wall; and the density of the openings in the balance of the building envelope does not exceed 20 percent.

Fully Open Buildings – structures having all walls at least 80 percent open.

End Use of Building Information

Indicate end use of building. End use of building is required to satisfy occupancy design requirements. For example, a building used for storage will have a difference in occupancy design requirement than a manufacturing facility or a retail store or a church.

Frame Type Information

The Sales Representative is to assist the customer in designating the framed type required. RBS standard frame types are as follows:

RF = Rigid frame (a gabled clear span frame)

SC = Straight column (Note: For any of the frame type that require sidewall columns to be straight, check box for “RIGID Option” if RBS is to determine the column web depth. Otherwise, indicate maximum column depth requirement of customer. This frame type may be clear span or with interior columns.

Appendix A

October 2006 ­ 71 ­

BC = Beam and Interior Column (Note: list number of interior columns and interior bay spacing required). This type of frame may have a gabled roof or a single slope.

LT = Lean­To frame type. The frame may or may not require any interior column. Locate Lean­to(s) in relation to the main building where it is to be supported on a drawing or sketch. Any accessories required for the lean­to are to be described in the “General Notes/Exceptions” of the contract. Separate the list of accessories for lean­to and main building.

SS = Single Slope frame type. The main frame may be clear span or with interior columns.

Other = any other type not shown

Sidewall girt type must be indicated as “flush” or “bypass”, even if walls are open. This allows RBS to properly locate columns in reference to the steel line of the building. Columns of frames must be listed as straight or tapered. Interior column spacing must be indicated for BC type of frame. Section to be used for interior columns will be as per RBS standard, unless noted.

Specific endwall frame type is required for “Left End” or ”Right End” wall, as well as the wind/interior end wall column spacing and girt condition. Bearing Frame (BF) is non­ expandable endwall and usually is constituted of cold­formed steel framing. Main Fame (MF) is expandable and is usually made of hot­rolled or built­up steel framing. Main frame with “½ load “applies where a “heavier” frame is required for various load conditions, but not required to be expandable. “Exist” is to be used for existing building with MF endwall as an “add­on” to a new building.

Building Information

Building dimension requires the building width, length, eave height and roof slope to be listed. The width/length is measured from out­to­out of the steel line (which is the girt). Eave height is also measured from finish floor line to top of eave strut. When applicable, indicate column base elevation from finish floor line. Bay spacing must be listed or sketched and sum up to the total length of the building. It is to be listed from left to right based on the customer’s drawings or sketch provided.

Each building structure, when there is more than one building in a sale order, is labeled using alphabets and listed at the upper left corner of this block.

Structural Coating Information

List coating required for steel framing. RBS standard primer is a red­oxide rust inhibitive primer. If another coating is required, check from the selections or note the specific requirement.

Appendix A

October 2006 ­ 72 ­

Wall Condition and Bracing Information

List all open wall conditions, including the reasons for the “open” condition. For example, full building length x 8’­0” Above Finish Floor (AFF) for bricks. List also sill condition, which refers to the type of member (e.i., “C” or “Z” girt, hot­rolled channel, trim, etc.) required including the elevation for such condition.

Further, indicate the type of bracing allowed or is to be used on each sidewall or endwall. If X­bracing is not allowed, another type of bracing must be listed. Below are design aids in selecting the correct endwall framing and/or bracing requirements.

Condition 1: One (1) Bay Building One (1) bay condition requires "X" bracing in the roof or walls. Built­up or hot­rolled sections are required for rafters and columns at both endframes. Therefore, bearing frames or main frames are required at the end frame locations. The main frame can be made as half load or full load frame. This condition is required due to the local bending of cold ­formed sections from forces induced by the bracing member are not adequate.

Condition 2: Two (2) Bay Building Two (2) bay condition requires "X" bracing in one bay of the roof or walls. Built­up or hot­rolled sections are required for rafters and columns, where "X" bracing member is connected. Therefore, provide a bearing frame or mainframe at one end frame location as a minimum. The main frame can be a half load or full load frame. This condition is required due to the local bending of cold­formed sections from forces induced by the bracing member are not adequate.

Condition 3: Diaphragm action shall not be considered if any of the following conditions occur:

• Building width greater than 60 feet • Building height greater than 25 feet • Wind speed greater than 110 miles per hour (fastest mile) • Wind speed greater than 130 miles per hour (3­second gust) • Aa or Av greater than or equal to 0.20 for SBC and BOCA codes • Seismic Zone is 2B or greater for the UBC code • Seismic Performance Category is D or greater for the IBC code • Cranes are present • Mezzanine Floor system are present • Skylights or wall lights have no diaphragm strength

• Standing Seam Roof panels afford no diaphragm resistance • Framed openings and windows are deducted from the panel length to get effective

panel length

Appendix A

October 2006 ­ 73 ­

Roof Covering Information

The gage, panel profile and width (coverage), finish, color of roof panels must be listed including the corresponding fastener, insulation (thickness and type) and trim requirements.

Panels “R”, “M”, “AW”, “PBR” and “Choice Rib” roof panel profiles

• roof panels are “screw­down” panels • comes in standard 26 gauge panel and 36” width.

Hi­Tech and Platinum Standing Seam Roof Systems • Hi­Tech and Platinum, which are standing seam concealed fastener roof systems, are all

24 gauge panel. • Hi­Tech panel width available is only 24” and the panel may have minor/intermediate rib

or striations. The clips available for the Hi­Tech standing seam roof system are only high and low float clips. The seaming type for this type panel may either be EZ­lok, triple­lok or quad­lok as determined by RBS design engineer.

• Platinum panel width may either be in 16” or 18” and the panel may be striated pan or flat pan. The clips available for the Platinum standing seam panel are high or low fixed clips and high or low fixed clips. The seaming type is limited to triple­lok or quad­lok only and is determined by RBS design engineer.

Note that if panel type required is not an RBS standard, list and describe the panel type required in the blank space. Refer to RBS Color Charts for the panels.

Screws • Indicate long life when weather resistance is required for the following screws:

ST/ST – self tapping screws for panels to structural and self tapping screws for panel lapping. SD/LT – self drilling screws and lap tek SD/ST – self drilling and self tapping screws

Tape • Indicate tape width to be used for “PBR” and “R” panels.

Insulation

• Customer is to list the thickness and type of the insulation, even when it is to be supplied by “Others”. This will ensure the proper length of fasteners to be furnished, especially when insulation is to be compressed between the panel and the purlins. In cases where insulation is not compressible and needs to be installed between purlins/girts, such installation requirement must be noted in the contract.

Appendix A

October 2006 ­ 74 ­

Roof Trims • Indicate the roof trim necessary such as the sculptured gutter, sculptured eave, simple

eave, box gutter or valley gutter with the corresponding gauge and color required.

Wall Covering Information

List gage, panel profile and width, finish and color of wall panels including the fastener requirement, sill requirement at slab, insulation thickness and type and trim requirements. If panel type required is not an RBS standard, list and describe the panel type under “Others”.

Panels • Walls panels are in standard 26 gauge and 36” width. • When reverse panels are required, select the type of panel R or M and Rev

• Refer to RBS Color Chart for the standard colors available.

Screws Refer notes cited under roof screws.

Sill Option

• Select the type of sill required for the job. For example, sill options may be base angle or base channel for fully sheeted building. Wall that is open for a fixed glass may require a base hot­rolled channel. Other open walls for access may call out for base girt, cold­ formed “Zee” or “Cee” or hot­rolled wide flange section.

• Other formed base may be required, such as 201 W/B and supplied by Others.

Insulation

• Refer notes cited under roof insulation.

Wall Trim

• Indicate the wall trim necessary at the wall corners, openings, downspout, base trim or masonry flashing with the corresponding gauge and color required.

Framed Openings Information

List quantity and size of framed openings, usages of the openings (i.e., exhaust fan, windows, louvers, etc.) and indicate whether RBS or other supplier will furnish the items for the framed opening. Specifically, note if the framed opening is located on the roof or wall. All openings must be located dimensionally in a drawing or sketch.

Appendix A

October 2006 ­ 75 ­

Select “YES” or “NO” to indicate whether the accessories (such as, overhead doors, windows, walk doors and any other materials used to enclosed the building) provided by Others for framed openings provided by RBS, can withstand or are not designed to resist the required wind load. If any accessories furnished by Others are not designed for full wind load, the building shall be classified as and designed for partially open condition; hence, increasing the coefficients. Increase wind coefficients may require additional secondary structure, as well as increased wind reactions of the primary frames.

Accessory Information List the quantity, sizes and color (as applicable) of the accessories required.

Note the following requirements: • Windows ­ indicate if window opening is single hung or horizontal slide, if glass shall be

clear or obscure, if wire is required for reinforcement and if window needs to be insulated or not. Indicate also if window framing is plain (aluminum finish) or bronze in color.

• Slim line aluminum windows ­ self­flashing windows and may have tinted glass and insulated. Indicate applicable requirement and sketch for the location.

• Walkdoor –door required with a glass are delivered without the glass on. Glass may either be half glass (HG w/o Glass) or has a long/narrow vision (LV w/o Glass). If half glass and narrow vision is required, indicate if door is to have right hand opening (RHO) or left hand opening (LHO). The color of the door (white or bronze), hardware (Std. Hdw or Panic Hdw), closer and weather stripping (WS) requirements must be indicated. For two­leaf walk door, note on the contract whether both leaves or only one leaf need to swing.

• Skylight – indicate the size and other requirements such as UL­90, insulation, trim kit, low modules and reinforced.

• Wall light – indicate size and other requirements, such as grommets, insulation and trim kit.

• Louvers – louvers come with screen and may either be fixed, adjustable, a base­mounted and have colored frames. Indicate the requirements. If colored framed, indicate color.

• Vents ­ 10’ vents are ridge vents only, round vents can be located anywhere on roof and must be listed as hillside mounted and peak mounted. Indicate vent requirements.

Appendix A

October 2006 ­ 76 ­

Canopy/Purlin Extension Information Eave canopy is an extension of roofline past the sidewall/s of building, either an extension of the eave or below the eave. List the width or projection (dimension from wall line), length and roof slope. Canopy clearance (or clear height) is required to satisfy customer’s requirements.

Return downspout or pig’s spout must be indicated, if required. Roof panels will match main building, unless otherwise indicated. If soffit panel is required, provide a sketch or a note to show if soffit panel shall be “under purlin” or framing is required for flat level soffit. List panel profile, gage and finish/color.

Purlin extension is an extension of roofline past the endwall/s of the building. List the projection (or the width), length, and soffit requirements, same as eave canopy requirements. Locate all canopies/purlin extensions on drawings or sketch.

Appendix A

October 2006 ­ 77 ­

III.QUOTATION & CONTRACT – THIRD PAGE

Appendix A

October 2006 ­ 78 ­

Fascia Information

List length, projection (past wall line) and height of fascia required. Also, indicate if it is a vertical face or sloped face (with slope information, if applicable). RBS standard contract provides a sketch of fascia types with dimensions required, including the soffit height from finished floor elevation. If RBS is to supply the face panels, soffit panels, back panels and/or trims, indicate panel type, panel/trim gage and finish/color.

Crane Information

If building will have a crane, indicate its type and capacity. Indicate which items are to be furnished by RBS or by other suppliers. Customer must furnish the crane data from the crane manufacturer, which will indicate length of run, crane height, clearances, weight, maximum wheel load, hoist type, trolley weight and service classification. Otherwise, the “Crane Information Sheet” (See Form CIS01) must be provided to describe all crane requirements to be used in the design. Also locate crane and direction on drawings or sketch.

Mezzanine Information

If a mezzanine is required, RBS must have specific information about the live load and dead load, mezzanine column location and any frame opening for stairs, elevator, etc. Clearance under the mezzanine and the top of mezzanine concrete (TOC) or finish floor line must also be specified.

Consult the local governing authority to find out the live load requirement. The dead load must include weight of the decking, concrete and permanent equipment that will sit on it, such as partition, HVAC units, etc. Specify also the thickness/type of concrete.

Buyer should consult with a qualified engineer, architect or local governing authority for the correct load requirements. A sketch or drawings shall be furnished to RIGID.

Appendix A

October 2006 ­ 79 ­

Stair Information

Check appropriate box to determine if stairs will be supplied by RBS or by other supplier. If by RBS, provide information required to design and detail the stairs. This includes the following:

Tread ­ it is the horizontal member of the step. The tread could be (1) pan type, a metal sheet usually with concrete filling, (2) checkered plate, a steel plate having a raised pattern to provide a non­slip wearing surface, referred to as “tread plate” when made of aluminum, and (3) Bar Grating, a tread fabricated from metal grating.

Riser – is the vertical or inclined face of a step, extending from the back edge of one tread to the outer edge of the tread or lower edge of the nosing next above it. The riser may either be open or closed.

Rails – is the member of the stair that is normally grasped by the hand for support. Indicate which rail type is required by the customer: (1) Handrail type is attached to the stair stringer, sloping and stands 2’­10” above the tread nosing; (2) Wallrail type is a single line rail that attached directly to wall of the stairwell, (3) Guardrail type is normally horizontal and stands 3’­6” above the surface it is attached to; and (4) Toe Plate type is a vertical plate forming a lip or low curb at the open edge of platform or floor or at the back edge or open end of a tread on an open riser stair.

Moreover, the style of the rail preferred by the customer should be listed, as well as the assembly type (field bolted or shop welded), the member section and finishing of the stairs. RBS standard finishing is red oxide painted (minimum of 1 mil).

Appendix A

October 2006 ­ 80 ­

IV.QUOTATION & CONTRACT – FOURTH PAGE

Appendix A

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Model Building Information

This section is for building projects already designed and will be utilized as model or standard building for new/incoming jobs having similar or exactly the same loading requirements, building dimensions, etc. These buildings are classified as follows:

Advantage – exact clone of RBS job. Job number must be given by salesperson. Non­ structural accessories may be added and field located. Color and paint type can be changed. Additional or change of framed opening dimensions is not allowed.

Custom – these jobs are those priced as a regular building.

General Notes/Exception Information Indicate information that is not readily available in the contract, but considered special requirements of the job to deliver a complete building. The information may either be additional notes to describe RBS scope of work or exception to the scope. Fifth page of this standard quotation and contract form provides more space to indicate additional notes.

Building Sketch Fourth page must be fully used and included with each job order to show if there are other buildings or objects within 20’­0” of the proposed new structure, which can affect various factors such as wind and/or snow exposures. If this condition exists, a sketch must be provided indicating the exact location of the existing structures, the distances from the new building and size of the existing structure, its height, roof slope and ridge orientation. If no proximity conditions exist, indicate “NULL/VOID” or “NOT APPLICABLE”.

Appendix A

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Building Site Condition for Snow/Wind Loads

The customer or the Sales Representative must illustrate the building site condition so as to correctly apply other factors affecting the following loads:

Snow Load

• This will guide the Design Engineer to determine if building will be subjected to much snow load due to possible snow drift that will occur at the new addition or extended building or the existing building;

• It will describe to the Design Engineer what will likely to exist during the life of the structure as affected by the heating or unheating of the structure with or without the roof insulation.

Wind Load

• This will validate the wind exposure factor. Specially, for those building order located in a transition zone between categories, the category resulting in the largest wind forces shall apply. See description of wind exposure categories.

• It will also aid the designer to account for higher wind speed due to abrupt changes in the topography. Buildings sited on the upper half of an isolated hill or escarpment may experience significantly higher wind speeds than buildings situated on level ground. For this case, provide information required on the Site Topography Form (Form TP01). If no changes in the topography, Kzt shall be 1.0.

Appendix A

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V. QUOTATION & CONTRACT – FIFTH PAGE

This page is used when space provided on the fourth page of the quotation/contract form is not enough to describe the building requirements, special conditions, exceptions, exclusions or inclusions in the contract. Indicate “N/A”, if page is unused.

Appendix A

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VI. QUOTATION & CONTRACT – SIXTH PAGE

Describes the terms and conditions of the contract. This page must always form part of the contract. On the release of the work order to engineering, this page may be omitted.

Appendix A

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Attachment Forms

Appendix A

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I. Form CIS01

Appendix A

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II. Form JCS00

Appendix A

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III.Form CS00

Appendix A

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IV.Form TP01

Appendix A

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Appendix A

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Color Charts SP2000 – “R”, “AW” & “M” Panels

SP2000 – “Choice Rib” Panel

SP3000 – Platinum Series, Architectural Roof Color Selection