September 15, 2005 ORDER ENTRY MANUAL

Transcription

1 September 15, 2005 ORDER ENTRY MANUAL Revision 2 July 29, 2005 ii

2 September 15, 2005 INTRODUCTION To our valued customers: This Order Entry Manual is intended to assist you in conveying the description and requirements of your metal building project order onto ACI s Building Purchase Order Contract documents. Materials are included to guide you through the process of identifying the correct design requirements for your project. The Order Entry Manual begins with a comprehensive discussion about the topic of supplying design information and determining the governing building codes. Section B pertains to the Basic Design information and covers the design data needed on the ACI Purchase Order Contract such as governing code, various loads, load factors, site conditions, tie-ins to existing buildings and other items affecting the design of the proposed building system. The design criteria is among the most critical information the Buyer will provide to ACI so you are urged to carefully and thoroughly review this section before completing the Building Purchase Order Contract documents. If there is any item in this manual or requested on the Building Purchase Order Documents that is not clear or you would like additional instruction, please call your sales representative for clarification. Appendix A contains a sample of the ACI Building Purchase Order Contract and instructions for completing the contract form. Appendix C contains a copy of the Building Purchase Order Clarification Forms which are only required when your building project contains items that must be described in greater detail than is accommodated by the Building Purchase Order Contract. The contract documents are designed to convey to ACI your specific building requirements in sufficient detail to allow ACI personnel to complete your building order promptly and to minimize discrepancies between buyer intent and ACI interpretation. ACI s General Specifications, included in Appendix F, relay information concerning materials used to fabricate our buildings and to describe the various framing systems and panel types offered by ACI. Our ultimate goal is to ensure that each and every customer receives an ACI building that meets their needs and fulfills their expectations. Thank you for selecting ACI as your metal building supplier. iii

3 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL REV. 2 Control Number Sheet Revision Issue Date Introduction TABLE OF CONTENTS Page i ii iii Section Page A. CONVEYING DESIGN REQUIREMENTS Why the Buyer Needs to Supply Design Information? 1 What are Building Codes and Editions? 1 No Governing Code in Your Rural Area? 2 B. BASIC DESIGN INFORMATION Governing Building Code 3 Dead Loads 3 Roof & Floor Live Loads 3 Live Load Reduction 3 Ground Snow Load 4 Roof Snow Load 4 Snow Exposure for Roofs 4 Thermal Conditions of Roof (For Snow) 5 Collateral Loads 6 Roof Point Loads 6 Wind Speed 6 Wind Exposure (Terrain) Categories 6 Building Enclosure Condition 8 Wind Borne Debris Regions 8 Mezzanine Loads 9 Seismic Load 10 Building Occupancy Classification 10 Importance Factors 11 Site Information 11 Tie-In to Existing Structures 12 Appendix A Instructions for Completing the ACI Building Purchase Order Contract A. General Information A1 B. Financial and Contractual Information A1 C. Drawing Requirements A1 D. Basic Design Information A2 Governing Code A2 Order Clarification Forms A2 iv

4 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL REV. 2 Section Page Appendix A continued Live Load, Live Load Reductions A2 Wind Speed A3 Ground Snow A3 Collateral Load A3 Wind Exposure (Terrain) Category A3 Enclosure Condition A4 Snow Exposure for Roof A4 Thermal Condition of Roof (For Snow) A4 Building Occupancy Classification A4 Seismic Data A4 Serviceability Standards A4 Building Parameters A5 Girt Conditions A5 Special Design Requirements A5 E. Covering Information A6 F. Accessories A6 G. Collateral Items A7 H. Wall Elevation sketches A7 Building Purchase Order Contract / Financial / Drawings (page 1) A8 Design Info./ Dimensions / Girts (page 2) A9 Collateral Loads / Covering / Trim (page 3) A10 Base Condition. / Insulation (page 3) A10 Canopy / Partition / Purlin Extension / (page 4) A11 Light Transmitting Panel / Liner / Louver (page 4) A11 Roof Curb / Framed Opening / Exhaust Fan (page 5) A12 Shutter / Window / Roof Vent / Door (page 5) A12 Back Charge Policy (page 6) A13 Terms and Conditions of Sale (page 7) A14 Appendix B Serviceability Considerations A. Building Deflection B1 ACI Serviceability Standards for Deflection Limits B2 B. Corrosion Resistance B4 C. Expansion and contraction B5 ACI Standard Roof Panel Expansion / Contraction Limits B6 D. Vibration B7 E. Loading Combinations B7 ACI Standard Loading Combinations B8 v

5 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL REV. 2 Section Appendix C Order Clarification Forms ACI Standard Order Clarification Forms Form 100 Concentrated Loads Form 120 Jib Cranes Form Underhung / Monorail Cranes Form 140 Top Running Cranes Form 190 Special Site Terrain Features Form 200 Adjacent Structures Form 250 Existing Building Form 300 Mezzanines Form 310 Purlin Ledgers Form 360 Columns not at Finished Floor Form 390 Rigid Frame Clearances Form 391 Clearances for Single Slope & Lean-to Frames Form 630 Masonry, Concrete, & Stud Walls Form 631 Spandrel End Connections Form 700 Purlin Extensions Form 710 Canopies Form 720 Facades Form 730 Mansards Form1000 Special Questions Page C1 C3 C4 C5 C7 C9 C10 C11 C13 C14 C15 C16 C17 C18 C20 C21 C22 C23 C24 C25 Appendix D Building Occupancy Classification Classification of Buildings/Structures for Importance Factors D IBC Classification of Buildings for Importance Factors D IBC Classification of Buildings for Importance Factors D UBC Importance Factors for Seismic & Wind D UBC Importance Factors for Snow D BOCA Building Use or Occupancy D BOCA (1999 SBC) Seismic Hazard Exposure Groups D BOCA Classification for Importance Factors for Snow D BOCA Classification for Importance Factors for Wind D SBC Use (importance) Factors for Buildings D10 Appendix E Wind, Snow and Rain Data A. Building Enclosure Conditions E1 B. Snow Exposure for Roofs E2 C. Thermal Condition of Roofs for Snow E3 vi

6 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL REV. 2 Section Page Appendix E continued.. D. Tabulated Wind, Snow and Rain Data E4 Legend E MBMA Climatic Data Tables E7 Alabama E7 Louisiana E14 Mississippi E16 Tennessee E23 E. Ground Snow Load, p g, Maps for the U.S. E29 F. Basic Wind Speed (3-Second Gust) Maps E31 East & Central U.S. E31 Western U.S. with Alaska E32 Southeastern U.S. Hurricane Coastline E33 Western Gulf of Mexico Hurricane Coastline E34 Mid and Northern U.S. Hurricane Coastline E35 G. BOCA, SBC & UBC Wind Speed Maps for U.S. E36 Appendix F General Specifications General Structural Design Structural Steel Fabrication Roof, Wall and Interior Panels Accessories Building Anchorage and Foundation F1 F1 F2 F4 F5 F7 Appendix G ACI Standard Endwall Systems A. Sheeted Endwall System G1 B. Gable sheeted Endwall System G2 C. Non-sheeted Endwall System G3 D. Sheeted Endwall System with Rigid Frame G4 E. Gable sheeted Endwall System with Rigid Frame G5 F. Non-sheeted Endwalls G5 G. Endwalls by Others G5 Appendix H ACI Standard Frame Types H1 Appendix J Special Inspection Requirements A. Introduction J1 vii

7 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL REV. 2 Section Page Appendix J continued B. Periodic Special Inspections J1 C. Continuous Special Inspections J2 D. Definitions J2 E. Special Inspectors J2 F. Reference Standards J3 G. Statement of Responsibility J4 Appendix K Common Building Codes with Design Requirements K1 Appendix L ACI Standard Collateral Loads Values Collateral Loads Table L1 Appendix M ACI Standard Floor Live Loads Values Floor Live Loads Table M1 Appendix N ACI Standard Seismic Data A. IBC Site Class Definitions for Foundation Support Materials N1 B. BOCA & SBC Seismic Information N2 U.S. Map for Determination of A v N3 U.S. Map for Determination of A a N4 C. UBC Seismic Information N5 Soil Profile Types N5 Seismic Zone Factor Z N5 U.S. Map for Determination of Seismic Zone N6 Appendix P AISC Certification Program Why Use a Quality AISC Certified Company? About AISC, American Institute of Steel Construction AISC Certification Program Cross-reference Table P1 P2 P2 P3 viii

8 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL Rev. 4 A. CONVEYING DESIGN REQUIREMENTS Why the Buyer Needs to Supply Design Information? To ensure the public safety and the Buyer s long-term interest, it is important to have the building designed to meet the intended end use and comply with the appropriate local building codes. ACI engineers are responsible for ensuring the structural integrity of all supplied building systems; however, our engineers do not always know what codes are required in all localities nor do they know what site conditions are present that may affect the building design. The Buyer must take the responsibility of ensuring that ACI is informed of all governing building codes and all site conditions that may affect the building design and ultimately the structural integrity of the building and/or adjacent structures. ACI assumes responsibility only for the structural integrity of the systems engineered metal building provided by ACI. Some codes may have additional safety requirements that do not affect the structural integrity (such as fire walls) for which ACI assumes no responsibility. If there is any question as to possible safety requirements contained in the governing codes, the Buyer should consult with a licensed design professional conversant with the governing building codes. Information required from the Buyer by ACI for proper structural integrity of the building is given in the section of this manual titled "Basic Design Information". What are Building Codes and Editions? Building codes are regulations that usually established by a municipality, state, or other recognized agency. The purpose of these codes is to establish both design loads and methods of applying the loads to the structures. To select the correct building code and edition in force, the buyer should contact a code official at the local planning department, code enforcement department, or other local code enforcement body that has jurisdiction over the building site locale. Ask if the municipality, county, or state has a particular building code in force for metal building structures and be sure to ask for the appropriate code edition or year. Page 1

9 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL Rev. 4 The authority having jurisdiction can assist you in determining all of the required design information. If you do not have a local code official or authority having jurisdiction, you should seek advice from a licensed design professional, who designs in the local area of the building site, to make design load determinations. ACI engineers may suggest design loads to the Buyer based on geographic location, but the Buyer is responsible to have any ACI supplied information verified by a qualified licensed design professional that is familiar with the local requirements. No Governing Building Code in Your Rural Area? If no building code is in force for the intended building site, ACI will design the building using the loads and load combinations stipulated in the American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures, ASCE 7. This engineering standard specifies minimum loads for buildings located in all counties/parishes in the United States. ACI engineers will determine the design loads for the building from ASCE 7 using the state and county/parish designated by the Buyer on the ACI Building Purchase Order Contract document. There are certain areas in the U.S. where wind and ground snow loads vary considerably over relatively short distances. In these areas, the ASCE 7 Standard may not supply the required design loading information or recommend against interpolation between contour load lines. ACI will notify the Buyer if this information is not available through the ASCE 7 Standard. This will require the buyer to obtain this information from the authority having jurisdiction or licensed design professional familiar with design requirements for the building site area. Page 2

10 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL Rev. 4 B. BASIC DESIGN INFORMATION Governing Building Code: The governing building code is the latest local, state or national code edition that has been adopted by the authority having jurisdiction at the designated building site. The Buyer is to designate the governing codes and edition/year along with other design requirements on the ACI Purchase Order Contract in the section designated Basic Design Information as shown in Appendix B of this manual. Dead Loads: The weight of materials of construction materials supplied by ACI that are incorporated into the building, including but not limited to frames, purlins, girts, panels, fasteners, and other items supplied by ACI. Items not provided by ACI that are typically considered as dead loads are to be included as Collateral Loads or Mezzanine (Dead) Loads (discussed later in this section). Roof & Floor Live Loads: Live loads are imposed during use and occupancy of the building.. Workers, equipment, materials, or other moveable objects produce live loads during maintenance, however, live loads do not include wind, snow, seismic, or dead loads. The governing code for your project should contain this information possibly in a table assigning the live load values. Normally roof live loads are based on roof slope and/or building end use. The minimum roof live load required by all national model building codes is 20 psf. Refer to Appendix L for minimum (mezzanine) floor live loads recommended by the International Building Code. Live Load Reduction All of the national model building codes allow a reduction in live loads for members that support large areas. This reduction is based on the accepted Page 3

11 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL Rev. 4 principle that it is highly unlikely that all of a large area will be loaded to the full live loading at the same time. For roof live loadings, typically only the rigid frame rafters have tributary areas large enough to allow live load reduction. Ground Snow Load: The standard measurement for snow in most areas of the U.S. is the ground snow load. The ground snow load is used to determine the design roof snow load. The governing code for your project should contain this information possibly in a table or map assigning the ground snow load value for your area. In areas undefined by the governing code, the ground snow load will have to be approved by the authority having jurisdiction. Roof Snow Load: The roof snow load is the design snow load. In most cases, the roof snow load is equal to the ground snow load multiplied by a number of factors. These factors are based on the exposure of the roof, the roof slope, building importance, and other items such as whether the building is heated. The roof snow load is not the same as roof live load. Many codes require special loading patterns for roof snow load. The Buyer should be careful to designate the required ground snow load, and not assume that snow loads less than the roof live load will not affect the design of the structure. Refer to the Site Information section for a discussion of drift loadings due to snow. Snow Exposure for Roofs: The exposure of each building roof surface has an effect upon how much snow accumulates on that surface. The snow exposure condition of the roof is the extent the roof is sheltered by terrain, higher structures or trees in the immediate proximity of the building. A more sheltered roof will generally accumulate a greater depth of snow than a more exposed roof. The snow exposure condition is unique to the job site and structure s geometry and should be determined based on present and future conditions. Each different roof plane of a structure Page 4

12 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL Rev. 4 could have a different snow exposure condition, however, the worst case is usually chosen and used on all the roof planes of a structure. The building designer will use the snow exposure condition and the wind exposure (terrain) category and from the governing code determine for the building a snow exposure factor for the roofs. The subsection, Wind Exposure (Terrain) Categories that follows in this section identifies the wind exposure (terrain) categories, which are used for both wind load and roof snow load determination. Once the wind exposure (terrain) category and the snow exposure condition are determined, the snow exposure factor (usually ranging from 0.6 to 1.2) can be selected from a table typically provided in the governing code. See Appendix E section Snow Exposure Factors for a typical selection table and observe how each criterion effects the value of the snow exposure factor. In order to determine the Snow Exposure Factor, the Buyer shall indicate on the ACI Purchase Order Contract whether the roof of the proposed structure is fully exposed, partially exposed or sheltered. Thermal Conditions of Roof (For Snow): The temperature of a roof is also a contributing condition in determining the amount of snow to be used in the building design. Buildings with cooler than normal roofs will have little or no heat flow from the building s interior to assist in melting snow from the roof. The buyer shall indicate the anticipated condition of the building during winters for the life of the structure. The selection of the thermal condition of the roof will allow the designer to determine a thermal factor, C t, for the roof. Refer to Thermal Condition of Roofs for Snow in Appendix E of this manual for more information and a table indicating ACI s standard designations for the various thermal conditions and the corresponding thermal factors. The thermal factor is a multiplier for use by the designer in determination of the design roof snow load. Page 5

13 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL Rev. 4 Collateral Loads: Collateral loads are the weight of additional permanent fixed materials such as sprinklers, ceilings, lights, HVAC, and insulation. These loads must be included in the building design to insure structural adequacy. For assistance in determining the collateral loading, the Buyer can refer to Appendix K of this manual for suggested collateral loads or contact the authority having jurisdiction or a licensed design professional. 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 for the Buyer to provide ACI with complete information regarding weight, location, and support requirements. The weight must be stated in the building Purchase Order Contract and the dimensioned location must be shown on the building sketch. In addition, if ACI is to provide support framing for the units, the Buyer must also give the out-to-out dimensions of each unit and show the location of all support members. A sample of the ACI Purchase Order Contract can be found in Appendix A of this manual. Wind Speed: This is the mile-per-hour rating for wind that determines the load caused by wind from any horizontal direction. The governing code for your project should contain the wind speed, possibly in a map assigning the wind speed or load value for your geographic area. There are currently two different accepted values for denoting wind speed at a building site: the fastest mile wind speed and the 3- second gust wind speed. If the Buyer is not certain which value should be referenced for the required building code, they should contact ACI, the authority having jurisdiction or a local licensed design professional. Wind Exposure (Terrain) Categories: Most building codes require determination of a wind exposure category that is used with the wind speed value to arrive at the design wind pressures as well as Page 6

14 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL Rev. 4 the roof snow loads (refer to Exposure Factor for Roofs ). The wind exposure categories are based on the terrain characteristics of the ground surface roughness (natural topography and vegetation as well as constructed features) for the site where the building is to be constructed. Exposure categories are unique to the job site and should be determined based on present and future conditions. In addition, exposure must be based on the most severe (least protected) direction for the building site. The specific definition of the exposure categories vary depending upon the building code, however; the general definitions are as follows: Exposure A created for large city centers, is no longer valid in the more recent codes and is no longer used by ACI. Exposure B shall apply in urban, suburban, wooded areas, or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger. Exposure C shall apply in open terrain with scattered obstructions, including surface undulations or other irregularities, having heights less than 30 feet extending more than 1500 feet from the building. Exposure C includes flat open country, grasslands and shorelines in hurricane prone regions. Exposure D only occurs when structures are located within 1500 feet of a body of water that is at least a mile wide such as inland waterways, the Great Lakes or Pacific Ocean. This category does not include coastal areas along the Gulf Coast, Atlantic Ocean, and hurricane prone regions. For the exact parameters of the exposure category for each proposed building site, refer to the particular edition of the governing building code. Some older codes do not require an exposure category to be designated. For all codes other than these few exceptions, the exposure category appropriate to the job site Page 7

15 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL Rev. 4 must be designated. If the Buyer is not certain which exposure category is applicable to the job site, they should contact the authority having jurisdiction or a licensed design professional. Building Enclosure Condition: A building's enclosure condition is determined by the amount and arrangement of wall openings. The three building enclosure conditions are Enclosed, Partially Enclosed, and Open. A partially enclosed condition requires the most severe wind loading. This condition occurs when more wind pressure can enter the windward wall of a building than can exit through the openings in the other walls and roof. An open enclosure condition occurs when all walls have enough open area to prevent any internal pressure from occurring. The exact method for determining building enclosure conditions varies between codes. In order to determine the appropriate building enclosure condition, it is essential for the Buyer to indicate any wall or roof area that will be open to remain open. The Buyer should also indicate any area that is open to be enclosed by other materials such as masonry or glass in order to avoid mistakenly designating a more severe building enclosure condition. The buyer must also certify that the other materials are designed to adequately resist the wind forces per the applicable code, otherwise; the areas will be assumed as open to remain open in determining the building enclosure condition. Wind Borne Debris Regions: All of the latest codes require special consideration of wind borne debris in hurricane prone areas. Wind borne debris regions are typically defined as: 1. Areas within hurricane prone regions within one mile of the coastal mean high water line where the basic wind speed is equal to or greater than 110 mph based on the 3-second gust value. 2. The entire state of Hawaii. 3. Coastal areas where the basic wind speed is equal to or greater than 120 mph based on the 3-second gust value. Page 8

16 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL Rev. 4 Structures located within areas designated as wind borne debris regions have special requirements for glazed openings within 60 feet of the ground surface. These glazed openings must either be impact resistant or must be protected from impact. Non-resistant glazed openings without protection must be considered breached when determining the building closure category. This will typically result in a partially enclosed condition. If the project is located within a hurricane prone area, the Buyer should contact a local building official, the authority having jurisdiction or a licensed design professional to determine whether the project is located within a wind borne debris region. Mezzanine Loads: ACI requires a significant amount of information from the Buyer when mezzanines are to be included in the building design. If the project requires a mezzanine, the Order Clarification Form 300, Mezzanine Data sheet (found in Appendix C), must be completed and submitted with the quotation request and/or Purchase Order Contract. It is important to include a plan as requested at the top of the form. This plan should include the mezzanine framing (including openings, stairs, etc.), dimensioned locations for mezzanine support columns, desired orientation of joists and girders (if applicable) and the extent of the mezzanine relative to the building-framing grid. For assistance in the determination of the floor live load requirements, refer to the Suggested Floor Live Loads Table found in Appendix L of this manual or contact the authority having jurisdiction or a licensed design professional. In addition to live load, ACI engineers will need to know the dead loads and collateral loads associated with the mezzanine. ACI will apply all supplied loads in accordance with the governing building code. Please refer to the Serviceability Considerations in Appendix B of this manual for information on the standard deflection criteria for mezzanine joists, beams, and girders. It is the Buyer's responsibility to determine whether or not the standard deflection criteria used by ACI is appropriate for use on the project. If the Buyer Page 9

17 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL Rev. 4 cannot determine whether the ACI standard criteria are appropriate for the project, he/she should contact the authority having jurisdiction or a licensed design professional. Seismic Load: Significant seismic events result in rapid movements of the ground over a wide area. These movements of the ground cause lateral and vertical accelerations of the mass of a building. The resulting loads due to these effects are referred to as seismic loads. Factors that influence the magnitude of these loads include soil conditions, weight (mass) of constructed materials, the presence of large supported loads such as mezzanines and the distance from the foundation to the supported mass. The governing code for your project should contain seismic information in maps or tables that indicate either the seismic zone or level of possible seismic activity for the location of your project. Specific information such as the site classification of the soil (soil profile), mapped spectral response acceleration at short periods (S s ), mapped spectral response acceleration at one second period (S 1 ), effective peak acceleration coefficient (A a ) or effective peak velocity-related acceleration coefficient (A v ) will be required as dictated by the governing code. If the Buyer cannot determine the appropriate seismic criteria from the required code, the authority having jurisdiction or a licensed design professional should be consulted. Seismic information for IBC 2000 (same as MBMA & ASCE 7), BOCA (same as SBC), and UBC is shown in Appendix N. Building Occupancy Classification: The building occupancy classification is used for determining the importance factors for wind, snow, and seismic loading. In most of the national model codes, the building occupancy classification consists of four primary categories; however the Uniform Building Code has five primary categories. These categories are based on the intended nature of use and occupancy of the structure. A complete description of the IBC 2000 and IBC 2003 classifications are included in Appendix D. If the Buyer cannot determine from the building code which use Page 10

18 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL Rev. 4 classification is applicable for the project, they should contact the authority having jurisdiction or a licensed design professional. Importance Factors: Most building codes have an importance factor that is applied to the wind and snow loads. Some building codes also contain an importance factor that is applied to seismic loads. The importance factors are used to account for the degree of life safety hazard for structures that have a high occupancy load or that are critical for providing essential or emergency services. Importance factors are determined based on the building use classification. See Building classifications tables in Appendix D for the importance factors. Site Information: It is very important to inform ACI of any site features that may affect the design and ultimate performance of the proposed structure. Of particular interest is any building step condition or an existing structure or object within 20 feet of the proposed structure. Such items, if taller than the proposed structure, can cause snow drift loads to accumulate on the proposed structure. In addition, adjacent structures within 20 feet that are lower than the proposed structure may be subject to drift loads due to the proposed structure. If this occurs, there is the possibility for structural problems on adjacent roofs that have not been designed to properly support a drift load. If adjacent lower structures exist within 20 feet of the proposed structure, the Buyer should contact a licensed design professional to determine if drifts are possible and, if necessary, to evaluate the adjacent structures for drifts. It is also very important for ACI to be informed of any abrupt terrain changes around the building site that may cause special wind effects on the proposed building. Wind speed-up effects at isolated hills, ridges, and escarpments constituting abrupt changes in the general topography will need to be included into the building design. If there is a possibility of the proposed building having Page 11

19 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL Rev. 4 special speed-up wind effects due the surrounding terrain, the Buyer shall complete Clarification Form 190 Special Site Terrain Features. Drifting snow can be caused by a nearby line of trees or other tall obstructions, 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, the Buyer shall complete Order Clarification Form 200 found in Appendix C which provides a sketch indicating the relative location and size of all buildings and obstructions within 20 feet. This sketch must also give the plan dimensions of such structures as well as an indication of roof slope, slope direction, eave heights and position relative to the proposed structure. Tie-in to Existing Structures: If the proposed building is required to tie into an existing structure, there are many potential problems to be addressed. The two primary areas of concern are the flashing tie-in and the structural tie-in. For the flashing tie-in, it is most important to design an adequate flashing system capable of handling any differential movement between the two structures. If the existing structure is a metal building of similar design, the differential movement should be small; however, if the existing structure is of another type of construction significant differential movements can occur. Structural tie-ins require a great deal of design considerations. There are numerous ways a new building can impact the structural integrity of an existing building, regardless of the type of construction used for the existing structure. Among the areas of concern are: Transfer of Wind or Seismic Load If there is a structural connection between the new and existing buildings, there may be a transfer of the wind loads from one building to the other. Additional Dead Load on the Existing Structure Structural tie-ins may add some degree of dead load to the existing structure. Page 12

20 ACI BUILDING ORDER ENTRY September 15, 2005 SYSTEMS, INC. MANUAL Rev. 4 Drift Loads The aerodynamic shade produced by either of the buildings can produce snow drift loads. Any of these conditions could cause excessive deflection or even structural failure if the existing building is not capable of accepting the loads imposed by the structural tie-in to the new building. ACI assumes no responsibility for any tie-in condition relating to serviceability or structural adequacy of the existing building. It is the Buyer's responsibility to consult with a licensed design professional to determine the possible affects of the structural tie-ins. Page 13

21 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 APPENDIX A INSTRUCTIONS FOR COMPLETING THE ACI BUILDING PURCHASE ORDER CONTRACT The ACI Building Purchase Order Contract is a legally binding document between the Buyer and ACI. It is critical that the Buyer complete the contract, or review the contract completed by others, to verify that all statements and descriptions are in accordance with the Buyer's needs. Any omitted or incorrect items will be handled according to the "Back Charge Policy" and "Terms and Conditions of Sale" as defined on the Building Purchase Order Contract. A. General Information For design purposes, it is critical to correctly provide the County, Zip Code, and Building Use. The remainder of the information is important to ensure ACI knows how to contact the Buyer and the Owner with any questions that may arise and to ensure that the certification letters, plans, and the building itself are delivered to the correct location. B. Financial and Contractual Information This information is the agreed upon price and payment terms between the Buyer and ACI. It is also where the Buyer and ACI place their respective binding signatures on the contract. C. Drawing Requirements Mark the appropriate boxes for the drawings and design information needed and fill in the number of sets required. Your municipality may require more information or more drawings than ACI regularly provides. Please note that all load and reaction information is supplied with the Anchor Bolt Plan and it is not necessary to request Design Calculations in order to receive this information. If you require more than 3 sets of an item, contact ACI for the additional charges to be applied. Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A1

22 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 D. Basic Design Information Your building will be designed according to the information contained in this section of the Building Purchase order Contract. Governing Code Follow the guides contained in this manual to ensure that your project is designed according to the legally binding building code (governing code) for the state or municipality for the building site locale. If you need assistance determining the proper information, ACI recommends that you consult a local licensed design professional or the permitting authority having jurisdiction over the building site. Note: The legally binding building code is the legal governing code or standard (including edition year) for the design and construction of the building as specified on this Building Purchase Order Contract. The Buyer is responsible for the specification of the correct governing code and edition year onto this Building Purchase Order Contract. In the absence of a legally binding building code, ACI will design the building in accordance with the latest edition of the Metal Building Systems Manual using the latest edition of the American Society of Civil Engineers standard, ASCE 7 for all design loads. Order Clarification Forms Complete and attach an Order Clarification Form for each special load or special loading condition that applies to the building specified on this Building Purchase Order Contract. Check the box for each type of Order Clarification Forms that is included. The Order Clarification Forms are shown in Appendix C of this manual. Live Load, Live Load Reductions Include the roof live load as specified by the governing code in pounds per square foot. Indicate whether the governing code allows roof live load Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A2

23 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 reductions. See an explanation of both roof Live Load and Live Load Reductions in Section B of the main body of this manual. Wind Speed Include the wind speed as specified by the governing code in miles per hour. See an explanation of wind speed in Section B of the main body of this manual. Climatic data from MBMA using maps from ASCE 7, tabulated by county, including 3-second gust wind speed for 50-yr. mean recurrence interval in miles per hour is shown in Appendix E. Ground Snow Input the ground snow load for the building site are and not the anticipated roof snow load. See an explanation of ground snow load in Section B of the main body of this manual. Collateral Load Complete Section A of the Building Purchase Order Contract and sum up all the individual roof collateral loads and include the total amount under Basic Design Information. WIND EXPOSURE (TERRAIN) CATEGORY Select the wind exposure terrain category that best describes the building site. An explanation of the wind exposure terrain category can be found in Section B of the main body of this manual. ENCLOSURE CONDITION Select the enclosure condition defined by the governing code into which this building (as described on this Building Purchase Order Contract) fits. Building enclosure conditions are explained in Section B of the main body of this manual. Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A3

24 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 SNOW EXPOSURE FOR ROOF Select the snow exposure condition as defined by the governing building code for this building s roofs. See Section B of the main body of this manual for an explanation of snow exposure for roof. THERMAL CONDITION OF ROOF (FOR SNOW) Indicate the thermal condition as defined by the governing building code of this building s roof. See Section B of the main body of this manual for an explanation of thermal conditions and their effect upon design roof snow loads. ACI s standard nomenclature definitions are shown in Thermal Condition of Roofs for Snow in Appendix E of this manual. BUILDING OCCUPANCY CLASSIFICATION Select the designation of the building occupancy classification as defined by the governing building code. See Section B for an explanation of building occupancy classifications and Appendix D for selected building occupancy classification tables. SEISMIC DATA Select the governing code and input the values for the listed parameters for earthquake design. See Section B Basic Design Information for more information on Seismic load data and Appendix N for specific seismic information for selected codes. SERVICEABILITY STANDARDS The buyer is to indicate that ACI s serviceability standards as defined in Appendix B are acceptable or indicate otherwise and provide criteria for the building designer. Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A4

25 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 BUILDING PARAMETERS Input the building width as the out-to-out dimension of sidewall girt-lines (at outer flange of girt) input in feet and inches. In addition to the building width, select the type of primary frames for the building. Also select the building s roofline profile including roof slope(s). The roof slope is to be input as the number of inches of rise to each foot in horizontal width (as _:12). Main rigid frames can be peaked or single sloped and can have either a single (clear) span or multiple (modular) spans. The main rigid frame exterior columns can be tapered or straight. Input the building eave height(s), the dimension from the finished floor line to the top of the eave member at the wall line (at the exterior flange of the wall girts). Select the types of Endwall frames for each end of the building. Endwall frames can be built-up or cold-formed post and beam construction, expandable or nonexpandable rigid frames, or material (and support) not provided by ACI. Select the endwall column spacing for each endwall. (See Appendix H for ACI Standard Frame Types and Appendix G for ACI Standard Endwall Systems.) Input the length of the building as the dimension from out-to-out of the endwall girt-lines. Input the bay spacing for the entire building length. Interior bay spacing is simply the dimension from center-line to center-line of adjacent frames or frame-line to frame-line. The end bay spacing is defined as the dimension from the first interior frame centerline or frame-line to the outer flange of the adjacent endwall girts (or endwall girt line). GIRT CONDITIONS Define sidewall and endwall girt lines as by-pass or flush to the outer flange of the columns. SPECIAL DESIGN REQUIREMENTS All open wall areas should be designated in this section of the Building Purchase Order Contract as well as on the building sketches. It is very important that the proper type of supporting framing be designated when walls are to be open for material not by ACI. Neither the eave struts nor endwall rafters are adequate to Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A5

26 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 support loads from the tops of walls not provided by ACI. The tops of walls not provided by ACI will always require a spandrel beam. Either ACI or the Buyer may supply this spandrel beam. If the Buyer elects to supply a spandrel beam, the Buyer shall be responsible for the proper design and detailing of the spandrel beam, responsible for its connection to ACI framing and responsible for providing these connection loads to ACI. Wall Components, roof components, and all accessories (windows, doors, etc.) not supplied by ACI should be properly designed and installed to resist all forces as specified by the Governing Code. If any of these items are not properly designed (or wind rated) to resist forces per the Governing Code requirements, ACI engineers must treat the area of all under-designed components as open area and design the ACI provided building with these areas open (usually resulting in higher building costs). E. Collateral Items In order to assist ACI Engineering in the proper design of the building, a complete list and description of any collateral item must be provided. Items included would be building supported items such as but not limited to roof top AC units, heaters, large fans, escape hatches, basketball goals, etc. For each item listed, the Buyer shall provide dimensions, weight, load and a specific location. F. Covering Information Provide the complete identity of the panel or other covering type to be installed on this project. If you need information on the standard ACI panels, refer to Roof, Wall and Interior Panels in Appendix F (General Specifications) of this manual for descriptions. When insulation is to be supplied by others (not ACI), this information shall be noted on the contract along with the type and thickness to be used. This information is required to allow ACI to provide the correct fastener and/or clip for the panel system selected. Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A6

27 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 G. Accessories In this section the Buyer will list any accessory items required for the building. For information about the standard ACI accessories, refer to Accessories in Appendix F (General Specifications) of this manual. There you will find the specifications for each type of accessory offered. If items other than the standard ACI accessories are required, they shall be listed in the "Miscellaneous" section of the Purchase Order Contract found in Appendix A. H. Wall Elevation Sketches Each completed Purchase Order Contract must include an elevation sketch of each building included in the project. The sketch should indicate eave heights, widths, lengths, and bay spacing. In addition, all field and shop located openings and braced bays should be indicated. If the endwall column spacing is not critical, please indicate on the sketches that endwall columns spacing is "most economical." This will allow ACI Engineering to specify the lightest adequate materials for the endwall structure. Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A7

28 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A8

29 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A9

30 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A10

31 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A11

32 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A12

33 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A13

34 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A14

35 ACI BUILDING ORDER ENTRY September 06, 2007 SYSTEMS, INC. MANUAL Rev. 4 Appendix A PURCHASE ORDER CONTRACT INSTRUCTIONS A15

36 ACI BUILDING ORDER ENTRY January 15, 2007 SYSTEMS, INC. MANUAL Rev. 4 APPENDIX B SERVICEABILITY CONSIDERATIONS Serviceability refers to a building's functional performance as it relates 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 at ACI in our design and manufacturing processes. If your project requires serviceability criteria other than the ACI standards as shown in this Appendix, the special criteria must be noted on the ACI Building Purchase Order Contract. In the absence of any stipulated special serviceability criteria, ACI standards will be used. A. 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 some sag at the mid-point. 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 deflect (sag) 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 something temporarily displacing the member. Horizontal deflection can be illustrated by holding a large flexible object perpendicular to moving air. If held loosely at the ends, the middle will bow. If the air becomes still, the object will return to its original shape. Buildings react to vertical and horizontal loads in relatively the same way. In addition to wind, horizontal or lateral deflections can be induced by heavy supported equipment such as cranes or by seismic events. Under the influence of these temporary loads, a building will deflect to some degree but will return to its original state when the load is removed. Appendix B SERVICEABILITY CONSIDERATIONS B1

37 ACI BUILDING ORDER ENTRY January 15, 2007 SYSTEMS, INC. MANUAL Rev. 4 It is important to understand that when components and structures are subjected to too much deflection, there may be an adverse effect. For instance, if there are masonry walls it is important to know the deflection of any member adjacent to the masonry, regardless of whether the member actually supports the masonry. If the structure supports the masonry, then the structure must be designed with a deflection limited to no more than the maximum deflection allowed for the masonry by the governing code. If the structure does not support the masonry, the weather seal between the masonry and the structure must be designed to accommodate the building's deflection to prevent damage to the masonry. Deflection must also be considered for items such as interior wall finishes, ceilings, cranes, deflection sensitive equipment, storefront glass, and floor support member above the slab level. Failure to properly evaluate deflection can cause cracking of masonry or plaster walls, insufficient clearances, displaced ceiling tiles, or other building performance problems. All of these problems can be avoided if given proper consideration in the design stage. ACI Engineering will use the following deflection limits in the absence of specific guidance from the designated building code, the purchase order, or the 2002 MBMA Low Rise Building Systems Manual: ACI SERVICEABILITY STANDARDS FOR DEFLECTION LIMITS Metal Roof or Wall Panels: L/60 * 10 year wind L/150 Snow Load Metal Wall Panels: Frames and Portals: Wind Columns: Endwall and Soldier Columns: Girts: H / 60 * 10 year wind H / 60 * 10 year wind L / 120 * 10 year wind L / 120 * 10 year wind Concrete Tilt-Up Panels: Frames, Portals, and Wind Columns: H / 100 * 10 year wind Endwall and Soldier Columns: L / 240 * 10 year wind Spandrel beams: L / 2 40 * 10 year wind Appendix B SERVICEABILITY CONSIDERATIONS B2

38 ACI BUILDING ORDER ENTRY January 15, 2007 SYSTEMS, INC. MANUAL Rev. 4 ACI SERVICEABILITY STANDARDS FOR DEFLECTION LIMITS Continued. Brick Veneer and Stucco: Check deflection for 10 year wind Frames, Portals, and Wind Columns: H/180 * Endwall and Soldier Columns: H/240 (1.5" max.) * Girts: L/240 (1.5" max.) * Un-reinforced Concrete Masonry: Check deflection for 10 year wind Frames, Portals, and Wind Columns: H/100 or 1/16" crack at base (max.) * Endwall and Soldier Columns: H/240 (1.5" max.) * Girts: L/240 (1.5" max.) * Reinforced Concrete Masonry and Synthetic Plaster (EIFS, Dryvit, etc.): Check deflection for 10 year wind Frames, Portals, and Wind Columns: H/100 * Endwall and Soldier Columns: H/240 (1.5" max.) * Girts: L/240 (1.5" max.) * Glass Storefront: Check deflection for 10 year wind Jambs and Headers: L/175 (3/4" max.) * Wind Columns and Portals H/120 * Masonry Lintels: Check deflection for Dead Load plus Masonry Weight Vertical Deflection: L/600 (0.3" max.) Rotation (max) 1 ( rad) Roof Members Supporting Ceilings: Check deflection for Live Load or 50 year Snow Load Plaster: L/360 * Non-Plaster (Suspended Ceilings): L/240 * None: L/150 * Roof Members Supporting Mechanical Units: L/240 Dead + Live + Unit Roof Joists: Live Load Deflection: L/240 Mezzanines: LL DL + LL Girders and Edge Beams: L / 360 L / 240 Joists: L / 360 L / 240 Appendix B SERVICEABILITY CONSIDERATIONS B3

39 ACI BUILDING ORDER ENTRY January 15, 2007 SYSTEMS, INC. MANUAL Rev. 4 ACI SERVICEABILITY STANDARDS FOR DEFLECTION LIMITS Continued. Crane Runway Beams: Check deflection for Vertical Static Load Top Running: CMAA Class A, B, and C L/600 CMAA Class D L/800 CMAA Class E and F L/1000 Underhung: CMAA Class A, B, and C L/450 Jib Crane Booms: L/225 Check deflection for Crane Lateral Load Lateral Deflection (All): L/400 Crane Support Systems (Frames and Bracing): Check deflection for Crane Lateral or 10 Year Wind Pendant Operated Cranes: H/100 Cab Operated Cranes: H/240 (2" max.) Elevators: Lateral Support Systems: Check deflection for 10 year wind (Frames and Bracing): H/500 Vertical Support Systems: Check deflection for Dead + Live Loads Sheave Beams and Girders: L/1666 * See Appendix B, E. Loading Combinations, for the wind load values used in the determination of member deflections for comparison against the deflection limits of this section. B. Corrosion Resistance The ACI standard for coating of structural steel members is to use one shop coat of a red or gray-pigmented alkyd 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 that are protected from direct sun and rain exposure, such as canopy beams. The steel substrate of our roof and wall panels is either galvanized or Galvalume coated. Galvalume coated panels are available with up to a Appendix B SERVICEABILITY CONSIDERATIONS B4

40 ACI BUILDING ORDER ENTRY January 15, 2007 SYSTEMS, INC. MANUAL Rev. 4 twenty-year limited warranty on the exposed side. These coatings are standard in the industry and meet most performance requirements. For buildings located in or near corrosive environments or for buildings that will house materials that will create a corrosive environment, the Buyer should obtain additional information from ACI concerning actual test data of our standard finishes. The Buyer should then consult with a licensed design professional to determine if the standard ACI product is suitable for the intended purpose. If it is determined that the ACI standard product is unsatisfactory for the intended use, the Buyer must provide complete specifications for an acceptable alternate coating. C. Expansion and Contraction Thermal expansion and contraction is caused by exposure to temperature differentials. For example, in direct sunlight a metal roof can reach very high temperatures causing the steel to expand. At night, the roof can cool down significantly causing the roof to contract. Although the supporting substructure may not be exposed to the same heating and cooling conditions as the steel roof material, there will still be enough change between temperature extremes to cause expansion and contraction. For large building projects with average openings and standard steel roof and wall covering, ACI will design expansion joints as needed to compensate for expansion and contraction that is excessive or harmful to the building's performance. The following chart gives the maximum dimensions for standard ACI materials that will not require special design and detailing for expansion and contraction: Appendix B SERVICEABILITY CONSIDERATIONS B5

41 ACI BUILDING ORDER ENTRY January 15, 2007 SYSTEMS, INC. MANUAL Rev. 4 ACI STANDARD ROOF PANEL EXPANSION / CONTRACTION LIMITS Direction Screw-Down Roof Standing Seam Roof Slope Length - On Zee Purlins - On Joists 100 NA Length Perpendicular to Slope - Ridge Caps - Standard Gutter - Valley Gutter ACI STANDARD STRUCTURAL EXPANSION / CONTRACTION LIMITS Direction Structural Covering Type Limit Length - Cold-Formed Purlins or Girts -Bar Joists Metal Panel Masonry Walls Metal Panel Masonry Walls 500' - 800' 500' 500' - 800' 500' Factors other than the building size must be considered to adequately compensate for thermal movement and/or stress. They are: A. Climatic conditions when and where the building is erected B. Roof insulation type, quantity, and quality C. Building end use and interior temperature ranges. D. Wall materials, firewalls, accessories, and perimeter conditions. The decision to extend the above limits for an individual building should be made with appropriate consultation with ACI Engineering, as necessary. If material other than steel panels is used on wall areas, there may be damage caused by differential expansion and contraction between the steel framing and the alternative material. Building projects that require large areas of glass, masonry, or other less flexible components may also need attention to avoid Appendix B SERVICEABILITY CONSIDERATIONS B6

42 ACI BUILDING ORDER ENTRY January 15, 2007 SYSTEMS, INC. MANUAL Rev. 4 unnecessary damage. If you are using a large area of alternate material in combination with an ACI building, ACI recommends that you consult a licensed design professional to determine compatibility requirements. D. Vibration Excess vibrations can be caused by activities of the building occupants or by certain types of mechanical equipment supported by the structure. ACI typically does not consider vibration requirements in the design process. If the intended use or occupancy of the building will require consideration of vibrations, ACI recommends that you consult a licensed design professional to determine the appropriate design criteria. E. Loading Combinations Each loading combination is the application of individual loads simultaneously onto a structure to generate a possible loading application that the structure may undergo during the structure s expected useful existence. An example would be a combination of full dead loads added with full snow loads (D + S). Design is based upon the load combination causing the most unfavorable effect. In some cases this may occur when one or more loads are not applied or when several loads are applied simultaneously in expected proportions. For example, wind loads and earthquake loads would not be assumed to act simultaneously, but the most unfavorable effects of each would be considered separately in design, where appropriate. In some applications, forces due to wind may be the worst case, but design may be controlled by ductility requirements determined by earthquake combinations. By indicating the design of the structure is based upon the effect of the most unfavorable load combination, this means each element of the structure is designed based upon the load combination causing the worst effect upon that particular element. For example, wall members may be designed due to the effects of wind load combinations while roof members may be designed due to Appendix B SERVICEABILITY CONSIDERATIONS B7

43 ACI BUILDING ORDER ENTRY January 15, 2007 SYSTEMS, INC. MANUAL Rev. 4 the effects of snow load combinations. Even individual elements of the primary framing may be design based upon various load combinations. For example, the design of the rigid frame column inner flange may be due to the effects of snow combinations while the design of the outer flange may be due to the effects of wind load combinations. The basic load combinations are often included in the governing code. ACI designs are based upon the American Institute of Steel Construction s (AISC) Allowable Stress Design (ASD) procedures and therefore use the load combinations associated with the ASD method for steel construction. ACI will design supplied structures using combinations listed in the governing code when applicable or the ACI designers will apply the following combinations as a minimum. However, the individual designer will have the freedom to exercise engineering judgment in unique situations. ACI STANDARD LOADING COMBINATIONS D + L D = Dead**, L = Live D + L + (L r or S or R) L r = Roof Live, S = Snow, R = Rain D + (W or 0.7E) + L +(L r or S or R) W = Wind 0.6D + W 0.6D + 0.7E E = Earthquake D S + C C = Cranes 0.6D + 0.5W + C ** Collateral Dead Loads are included with D or omitted from D to create the more severe design condition. It is permitted to multiply the combined effect of two or more variable loads by 0.75 and add to the effect of dead load. Increases in allowable stresses shall not be used unless allowed in the appropriate governing code. For determination of deflections for comparison to the Deflection Limits of Appendix B, A. Building Deflection, a value of 0.7 times design wind load will be used in the above combinations (unless a higher value is required by the Governing Code). Appendix B SERVICEABILITY CONSIDERATIONS B8

44 ACI BUILDING ORDER ENTRY August 9, 2005 SYSTEMS, INC. MANUAL Rev. 2 APPENDIX C ORDER CLARIFICATION FORMS This section contains the ACI Order Clarification Forms. These forms are required when your building contains items that must be described in greater detail than can be accommodated on the standard Purchase Order Form. These forms contain data that is essential for the proper design and detailing of the supporting building components and any ACI provided specialty items. If required, multiple copies of the forms can be used. In addition, supplemental sketches, architectural drawings, or structural drawings can be submitted to assist ACI Engineering and Drafting in designing and detailing your building. ACI Standard Order Clarification Forms: OCF # Item Required For 100 Concentrated Loads Location & description of supported concentrated loads greater than 200 lbs. each 120 Jib Cranes Description of jib crane(s) and their location 130 Underhung or Monorail Description of supported underhung or Cranes (2 pages) monorail crane(s) and their location 140 Top-Running Cranes Description of supported top-running (2 pages) crane(s) and their location 190 Special Site Terrain Wind speed-up effects when building Features site is on hill, ridge or escarpment 200 Adjacent Structures Location & dimensions of adjacent structures or obstructions within 20 ft. of ACI building (described on attached Building Purchase Order Contract) for determination of possible snow drifts Information on existing building(s) and 250 method for joining ACI building Additions to Existing (described on attached Building Buildings (2 pages) Purchase Order Contract) to the existing structure(s) 300 Mezzanines Information for design and detailing of supported mezzanines 310 Purlin Ledgers Information for design and detailing of Purlin Ledgers Appendix C ORDER CLARIFICATION FORMS C1

45 ACI BUILDING ORDER ENTRY August 9, 2005 SYSTEMS, INC. MANUAL Rev. 2 ACI Standard Order Clarification Forms: OCF # Item Required For 360 Columns not at Finished Floor 390 Rigid Frame Clearances Clearances for Single Slope & Lean-to Frames Masonry, Concrete, and Stud Walls (2 pages) Spandrel End Connections 700 Purlin Extensions 710 Canopies 720 Facades 730 Mansards 1000 Special questions Information for design and detailing of Column(s) when base(s) not at Finished Floor Input of required clearance height(s) and width(s) for Rigid Frames Input of required clearance height(s) and width(s) for Single Slope & Lean-to Frames Information for the design and detailing of ACI building (described on attached Building Purchase Order Contract) for adjoining masonry or steel stud materials and/or supporting masonry or steel stud walls not by ACI Information for the design & detailing of end connections for Spandrels Information for the design & detailing of purlin extensions at endwalls Information for the design & detailing of canopies at sidewalls Information for the design & detailing of facades at endwalls and sidewalls Information for the design & detailing of mansards at endwalls and sidewalls Recording Special questions and answers that affect design & detailing of the building Appendix C ORDER CLARIFICATION FORMS C2

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69 ACI BUILDING ORDER ENTRY August 9, 2005 SYSTEMS, INC. MANUAL APPENDIX D BUILDING OCCUPANCY CLASSIFICATION Classification of Buildings/Structures for Importance Factors: Importance factors are multipliers determined by the building s occupancy classification and are used to adjust the level of structural reliability of a building or other structure to be consistent with the building s nature of occupancy, the risk to human life in the event of failure. The importance factors for wind adjust the velocity pressures to different annual probabilities of the design wind pressure being exceeded. The wind importance factor change from 0.87 to 1.15 for non-hurricane regions would indicate a change from a 25-year recurrence interval to a 100-year recurrence interval. The Buyer is to provide ACI with the building occupancy classification (building s nature of occupancy) as defined in the following tables. Each table is code specific for the building classification category number, but the nature of occupancy descriptions are similar among building codes. If the governing code for the building site selected is not shown, the Buyer shall be required to obtain this information from the authority having jurisdiction or a licensed design professional. The Buyer is to input the building occupancy classification, nature of occupancy, onto the Basic Design Information of ACI Purchase Order Contract as shown in Appendix A of this Manual. Appendix D BUILDING OCCUPANCY CLASSIFICATION D1

70 ACI BUILDING ORDER ENTRY August 9, 2005 SYSTEMS, INC. MANUAL 2000 INTERNATION BUILDING CODE : TABLE CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES FOR IMPORTANCE FACTORS SEISMIC SNOW WIND CATEGORY 1 NATURE OF OCCUPANCY FACTOR I E FACTOR I S FACTOR I w I NORMAL -Buildings and other structures except those listed in Categories II, III and IV SUBSTANTIAL HAZARD - 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 school, secondary school or day-care facilities with capacity greater than 250 Buildings and other structures with a capacity greater than 500 for colleges or adult education facilities II 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 Power-generating 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 ESSENTIAL FACILITIES - 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 III Power-generating stations and other public utility facilities required as emergency back-up facilities for Category III structures Structures containing highly toxic materials as defined by Section 307 where the 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 LOW HAZARD - Buildings and other structures that represent a low hazard to human life in the event of failure including, but not limited to: IV Agricultural facilities b Certain temporary facilities Minor storage facilities a. "Category" is equivalent to "Seismic Use Group" for the purposes of Section b. In hurricane-prone regions with V> 100 miles per hour, lw shall be c. ACI s Building Occupancy Classification added to each Nature of Occupancy category. Appendix D BUILDING OCCUPANCY CLASSIFICATION D2

71 ACI BUILDING ORDER ENTRY August 9, 2005 SYSTEMS, INC. MANUAL 2003 INTERNATION BUILDING CODE ; TABLE (same values as ASCE 7-02) CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES FOR IMPORTANCE FACTORS SEISMIC SNOW WIND CATEGORY a NATURE OF OCCUPANCY FACTOR I E FACTOR I S FACTOR I w LOW HAZARD - Buildings and other structures that represent a low hazard to human life in the event of failure including, but not limited to: I Agricultural facilities b Certain temporary facilities Minor storage facilities II NORMAL - Buildings and other structures except those listed in Categories I, III and IV SUBSTANTIAL HAZARD - 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 school, 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 III 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 Any other occupancy with an occupant load greater than 5,000 Power-generating 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 ESSENTIAL FACILITIES - Buildings and other structures designed 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 IV other facilities required for emergency response Power-generating 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 the 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 a. For the purpose of Section , 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 Use Group III. b. In hurricane-prone regions with v > 100 miles per hour, I w shall be c. ACI heading added to each Nature of Occupancy category. Appendix D BUILDING OCCUPANCY CLASSIFICATION D3

72 ACI BUILDING ORDER ENTRY August 9, 2005 SYSTEMS, INC. MANUAL 1997 UNIFORM BUILDING CODE IMPORTANCE FACTORS FOR SEISMIC & WIND BY OCCUPANCY CATEGORY ACI OCCUPANCY DESIGNATION CATEGORY TABLE 16-K a - OCCUPANCY CATEGORY OCCUPANCY OR FUNCTIONS OF STRUCTURE SEISMIC IMPORTANCE FACTOR, I SEISMIC IMPORTANCE FACTOR, I p WIND IMPORTANCE FACTOR, I w Essential Facilities 1. Essential Facililies 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 power-generating equipment for Category I facilities Tanks or other structures containing housing or supporting water or other fire-suppression material or equipment required for the protection of Category I, 2 or 3 structures Substantial Hazard 2. Hazardous Facilities Group H, Divisions I, 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 H, Division 1, 2 or 7 Occupancy Normal 3. Special Occupancy Structures 3 Group A. Divisions 1.2 and 2.1 Occupancies Buildings housing Group E, Divisions 1 and 3 Occupancies with a capacity greater than 300 students Buildings housing Group B Occupancies used for college or adult education with a capacity greater than 500 students Group I. Divisions 1 and 2 Occupancies with 50 or more resident incapacitated patients, hut not included in Category I Group I, Division 3 Occupancies All structures with an occupancy greater than 5,000 persons Structures and equipment in power-generating stations, and other public utility facilities not included in Category 1 or Category 2 above, and required for continued operation Standard All structures housing occupancies or having functions not listed in Category Occupancy Structures 3 1, 2 or 3 and Group U Occupancy towers Miscellaneous Group U Occupancies except for towers Structures 1 The limitation of I p for panel connections in UBC Section shall be 1.0 for the entire connector. 2 Structural observation requirements are given in UBC Section For anchorage of machinery and equipment required for life-safety systems, the value of I p shall be taken as 1.5. Note a. The left column, ACI Designation, has been added to the UBC Table 16-K. This ACI Designation is for use on the ACI Building Purchase Order Contract. Appendix D BUILDING OCCUPANCY CLASSIFICATION D4

73 ACI BUILDING ORDER ENTRY August 9, 2005 SYSTEMS, INC. MANUAL 1997 UNIFORM BUILDING CODE IMPORTANCE FACTORS FOR SNOW BY TYPE OF OCCUPANCY (Data from Table A-16-B) 1 ACI DESIGNATION Low Hazard Normal Substantial Hazard Essential Facilities NATURE OF OCCUPANCY Agricultural buildings, production greenhouses and other miscellaneous structures All others Any building where the primary occupancy is for assembly use for more than 300 persons (in one room) Essential Facilities SNOW IMPORTANCE FACTOR, I Note: 1. The left column of this table has been added to include the ACI Designation for use on the ACI Building Purchase Order Contract. Appendix D BUILDING OCCUPANCY CLASSIFICATION D5

74 ACI BUILDING ORDER ENTRY August 9, 2005 SYSTEMS, INC. MANUAL 1999 BOCA BUILDING USE OR OCCUPANCY All structures are classified by use or occupancy in one or more of the Use Groups listed below. USE OR OCCUPANCY USE GROUP DESIGNATION 1 Assembly A-1, A-2, A-3, A-4, A-5 Business B Education E Factory & Industrial F-1, F-2 High Hazard H-1, H-2, H-3, H-4 Institutional I-1, I-2, I-3 Mercantile M Residential R-1, R-2, R-3, R-4 Storage S-1, S-2 Utility & Miscellaneous U Note 1. For a detailed description of each of the structures in the sub-group designations, refer to the 1999 BOCA, Section 302. Appendix D BUILDING OCCUPANCY CLASSIFICATION D6

75 ACI BUILDING ORDER ENTRY August 9, 2005 SYSTEMS, INC. MANUAL 1999 BOCA Table (1999 SBC Table ) SEISMIC HAZARD EXPOSURE GROUPS Seismic Hazard Exposure Group type and description Group I Nature of occupancy All occupancies except those listed below Group II Seismic Hazard Exposure Group II buildings are those which have a substantial public hazard due to occupancy or use, including buildings containing anyone or more of the indicated occupancies. Group III Seismic Hazard Exposure Group III buildings are those having essential facilities, which are required for postearthquake recovery, including buildings containing any one or more of the indicated occupancies. 1. Use Group A in which more than 300 people congregate in one area. 2. Use Group E with an occupant load greater than Use Group B used for college or adult education with an occupant load greater than Use Group 1-2 with an occupant load greater than 50, not having surgery or emergency treatment facilities. 5. Use Group Power-generating stations and other public utility facilities not included in Seismic Hazard Exposure Group III. 7. Any other occupancy with an occupant load greater than 5, Fire, rescue and police stations. 2. Use Group 1-2 having surgery or emergency treatment facilities. 3. Emergency preparedness centers. 4. Post-earthquake recovery vehicle garages. 5. Power-generating stations and other utilities required as emergency backup facilities. 6. Primary communication facilities. 7. Highly toxic materials as defined by BOCA Section where the quantity of the material exceeds the exempt amounts of BOCA Section Appendix D BUILDING OCCUPANCY CLASSIFICATION D7

76 ACI BUILDING ORDER ENTRY August 9, 2005 SYSTEMS, INC. MANUAL BOCA CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES FOR IMPORTANCE FACTORS FOR SNOW 1 (Data from Tables , & ) 2 ACI DESIGNATION Low Hazard Normal Substantial Hazard CATEGORY I II III NATURE OF OCCUPANCY Building and other structures that represent a low hazard to human life in the event of failure including, but not limited to: Agricultural facilities Production greenhouses a Certain temporary facilities Minor storage facilities All buildings and other structures except those listed in SNOW IMPORTANCE FACTOR, I 0.8 Categories I, III and IV 1.0 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 school, secondary school or day-care facilities 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 1.1 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 Buildings and other structures containing sufficient quantities of toxic or explosive substances to be dangerous to the public if released Essential Facilities 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 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 1.2 Note a. A production greenhouse is a greenhouse occupied for growing large numbers of flowers and plants on a production basis, or for research, without public access. Note: 1. The left column of this table has been added to include the ACI Designation for use on the ACI Building Purchase Order contract. 2. The above listed 1999 BOCA Tables have been combined to facilitate the determination of the Snow Importance Factor. Appendix D BUILDING OCCUPANCY CLASSIFICATION D8

77 ACI BUILDING ORDER ENTRY August 9, 2005 SYSTEMS, INC. MANUAL 1999 BOCA CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES FOR IMPORTANCE FACTORS FOR WIND (Table ) 1 ACI DESIGNATION Low Hazard Normal Substantial Hazard Essential Facilities NATURE OF OCCUPANCY Building and other structures that represent a low hazard to human life in the event of failure including, but not limited to: Agricultural facilities Production greenhouses Certain temporary facilities Minor storage facilities All buildings and other structures except those listed as Low Hazard, Substantial Hazard or Essential Facilities 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 in BOCA Use Group A c in which more than 300 people congregate in one area Buildings and other structures having essential facilities including buildings containing any one or more of the indicated occupancies. 1. Fire, rescue and police stations 2. BOCA Use Group I-2 d 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 WIND LOAD IMPORTANCE FACTOR, (I) a 100 miles from hurricane ocean line, and in other areas At hurricane ocean lines b Notes a. For a region between the hurricane ocean line and 100 miles inland, the importance factor (I) shall be determined by linear interpolation. b. Hurricane ocean lines are the Atlantic and Gulf of Mexico coastal areas. c. All structures which are designed or occupied for the gathering together of persons for purposes such as civic, social or religious functions, recreation, food or drink consumption or awaiting transportation, shall be classified as Use Group A (A-1, A-2, A-3, A-4, or A-5 sub-classifications are found in the 1999 BOCA, Section 303). d. All structures used for medical, surgical, psychiatric, nursing or custodial care on a 24-hour basis of six or more persons who are not capable of self-preservation. Where accommodating persons of the above description, the following types of facilities shall be classified as Use Group I-2 facilities: hospitals, nursing homes (both intermediate care facilities and skilled nursing facilities), mental hospitals and detoxification facilities. Note: 1. The 1999 BOCA Table has been modified to include the ACI Designation for use with the ACI Building Purchase Order Contract. Appendix D BUILDING OCCUPANCY CLASSIFICATION D9

78 ACI BUILDING ORDER ENTRY August 9, 2005 SYSTEMS, INC. MANUAL 1999 STANDARD BUILDING CODE USE FACTORS FOR BUILDINGS AND OTHER STRUCTURES (Data from Table 1606) 1 ACI DESIGNATION Low Hazard Normal NATURE OF OCCUPANCY Building 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. USE FACTOR, I All buildings and structures except those listed above or below Substantial Hazard Essential Facilities Buildings and structures where the occupancy load is 300 or more in any one room. 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 operation centers 4) Power stations and other utilities required in an emergency Note: 1. The left column of this table has been added to include the ACI Designation for use on the ACI Building Purchase Order Contract. Appendix D BUILDING OCCUPANCY CLASSIFICATION D10

79 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev. 3 A. Building Enclosure Condition: APPENDIX E ACI Standard Definitions for Building Enclosure Conditions: ENCLOSED : All buildings that do not comply with the requirements for OPEN or PARTIALLY ENCLOSED buildings. OPEN : A building having each wall at least 80% open. This condition is expressed for each wall by the equation A o 0.8A g where A o = total area of openings in a wall that receive positive external pressure, in ft 2 A g = the gross area of that wall in which A o is identified, in ft 2 PARTIALLY ENCLOSED : A building that complies with both of the following conditions: 1. The total area of openings in a wall that receives positive external pressure exceeds the sum of the areas of openings in the balance of the building envelope (walls and roof) by more than 10%, and 2. The total area of openings in a wall that receives positive external pressure exceeds 4 ft 2 or 1% of the area of that wall, whichever is smaller, and the percentage of openings in the balance of the building envelope does not exceed 20%. Expressed as the following equations: 1. A o > 1.10Aoi 2. A o > 4ft2 or > 0.01Ag, whichever is smaller, and A oi /A gi 0.20 where A o = total area of openings in a wall that receive positive external pressure, in ft 2 A g = the gross area of that wall in which A o is identified, in ft 2 A oi = the sum of the areas of openings in the building envelope (walls and roof) not including A o, in ft 2 A gi = the sum of the gross surface areas of the building envelope (walls and roof) not including A g, in ft 2 Appendix E E 1 WIND, SNOW AND RAIN DATA

80 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev. 3 B. Snow Exposure for Roofs ACI Standard definitions of Roof Exposure Condition 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 extend above the height of the balanced snow load, h b, or other obstructions, are not in this exposure category. Partially Exposed shall include all roofs except those designated as Fully Exposed or Sheltered. Sheltered roofs shall mean those roofs located tight in among conifers that qualify as obstructions. SNOW EXPOSURE FACTOR, C e (For use with IBC, BOCA, SBC, & ASCE 7) Roof Exposure Condition a Wind Exposure (Terrain) Category Fully Partially Exposed b Exposed Sheltered Exposure B Exposure C Exposure D Above tree line in windswept mountainous regions N/A Alaska areas where trees do not exist for a 2-mile radius of the site N/A a. The Wind Exposure (Terrain) Category and Roof Exposure Condition chosen shall be representative of the anticipated conditions during the life of the structure. A unique Snow Exposure Factor should be determined for each roof plane of a structure. b. Obstructions within a distance of 10 h o provide shelter, where h o 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. Note that these are heights above the roof level. Heights used to establish the wind exposure (terrain) category are heights above the ground. Alternate Snow Exposure Factors for UBC Codes Terrain Category C e Roofs located in generally open terrain extending on-half mile of more from the structure 0.6 Structures located in densely forested or sheltered areas 0.9 All other structures 0.7 Note for roofs at or near grade with slopes less than 3:12, C e = 1.0 Appendix E E 2 WIND, SNOW AND RAIN DATA

81 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev. 3 C. Thermal Condition of Roofs for Snow The temperature of the building roof affects the amount of snow that accumulates on the roof. On unheated buildings and buildings which are intentionally kept at or below freezing, the snow will accumulate more than on buildings where some heat is gained from the internal building temperatures. A thermal factor, C t, is determined by the thermal condition of the roof and is used as a multiplier to the roof snow load to account for the increased accumulation of snow on these cold roofs as shown in the table that follows: ACI Standard Definitions for Thermal Condition of Roofs ACI Designation THERMAL CONDITION Normal All Structures except as listed below 1.0 Cool 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 ft 2 ºF/Btu Unheated Unheated structures and structures intentionally kept below freezing 1.2 Note same values of C t is used in IBC, BOCA, SBC, & ASCE Note C t value is not used in UBC. The Buyer shall indicate the ACI Designation shown above onto the Purchase Order Contract for the proposed building s Thermal Condition. The Thermal Condition shall be representative of the anticipated conditions during winters for the life of the structure. Ct 1.1 Appendix E E 3 WIND, SNOW AND RAIN DATA

82 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA WIND, SNOW AND RAIN DATA D. Tabulated Wind, Snow and Rain Data In this section, climatological data are tabulated by county. The methods used to determine each of the values are given below. Using a single point to represent an entire county may produce substantial errors for counties with large areas or closely spaced load contours. For example, in Alaska the large political divisions are not conducive to assigning a single value. The values given should only be used as a relative guide and the maps included following the tabulated data in this appendix should be referred to for the appropriate design parameters. Snow loads in some areas should be used with caution since local conditions may be more severe than indicated here. Also, some regions have very closely spaced contours that could introduce errors. If there is any question as to the correct load, the Buyer should consult with the authority having jurisdiction or to a licensed design professional. Ground snow loads are based on ASCE 7-98 Figure 7-1 (Table 7-1 for Alaska) and are also reproduced in IBC 2000 as Figure (Table for Alaska). The indicated snow loads are also valid for the ASCE 7-02 and the IBC The same ground snow load maps are used in the 1999 BOCA and the 1999 SBC. The 1997 UBC requires snow loads to be as specified by the building official. Ground snow load was not interpolated, that is, the value of the snow load at the point chosen for the county was used. Wind velocities are based on ASCE 7-98 (and ASCE 7-02) Figure 6-1 that is also reproduced in IBC 2000 (and IBC 2003) as Figure The wind velocities indicated are 3-second gust values. Note that counties that have all or part of their boundary in a "Special Wind Region" are noted with an asterisk after the basic wind speed. Special consideration should be given to these regions where records or experience indicate that wind speeds are higher than those reflected in the ASCE or IBC figure or the county listing. For wind velocity, values were determined by linearly interpolating between the two contours on either side of a county using the approximate geographic center of the county. A wind velocity map (using fastest mile velocities) for use with 1997 UBC, 1999 BOCA and 1999 SBC can be found in part C of this appendix. Counties that may have areas that fall in an IBC designated wind borne debris region are noted with the basic wind speed in bold type. These counties may include hurricane-prone regions which are within one mile of the coastal mean Appendix E E 4 WIND, SNOW AND RAIN DATA

83 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev. 3 high water line and where the basic wind speed is 110 mph or greater; or where the basic wind speed is 120 mph or greater; or Hawaii. The design wind speeds used in these counties, that are generally in areas of closely spaced contours along the coastline, should also be closely evaluated based on where the actual building is located on the ASCE or IBC figures. Rainfall intensities were determined somewhat differently. The contour maps found in the Weather Bureau Technical Paper No. 40 for thirty-minute duration storms with return periods of five and twenty-five years were used. The values of the contours were adjusted to reflect 5-minute duration by using the factor found in the paper. New contours with whole number values were drawn and each county was assigned the value of the next largest contour. Appendix E E 5 WIND, SNOW AND RAIN DATA

84 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. LEGEND S: Ground snow load for 50-yr. mean recurrence interval in pounds per square foot (psf). ( ) Numbers in parentheses represent the upper elevation limit in feet for the ground snow load value given. Refer to ASCE 7-98 Figure 7-1 or IBC 2000 Figure for other ground snow loads that may be available for higher elevations. CS Indicates site-specific case study is required. W: 3-second gust wind speed for 50-yr. mean recurrence interval in miles per hour (mph). * Indicates part of the county is in a "Special Wind Region" and may require special consideration or local knowledge of actual wind speeds. Basic wind speeds in bolt type indicate that the county may have areas that are designated as wind borne debris regions. S s : S 1 : 0.2 Second spectral response acceleration (5% critical damping). 2% probability or exceedance in 50 years. 1.0 Second spectral response acceleration (5% critical damping). 2% probability or exceedance in 50 years. I1: Rainfall Intensity (inches per hour). 5-minute duration 5-year recurrence Indicates rainfall density is undefined. I2 : Rainfall Intensity (inches per hour). 5-minute duration 25-year recurrence Indicates rainfall density is undefined. Appendix E E 6 WIND, SNOW AND RAIN DATA

85 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 7 WIND, SNOW AND RAIN DATA

86 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 8 WIND, SNOW AND RAIN DATA

87 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 9 WIND, SNOW AND RAIN DATA

88 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 10 WIND, SNOW AND RAIN DATA

89 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 11 WIND, SNOW AND RAIN DATA

90 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 12 WIND, SNOW AND RAIN DATA

91 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 13 WIND, SNOW AND RAIN DATA

92 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 14 WIND, SNOW AND RAIN DATA

93 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 15 WIND, SNOW AND RAIN DATA

94 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 16 WIND, SNOW AND RAIN DATA

95 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 17 WIND, SNOW AND RAIN DATA

96 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 18 WIND, SNOW AND RAIN DATA

97 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 19 WIND, SNOW AND RAIN DATA

98 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 20 WIND, SNOW AND RAIN DATA

99 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 21 WIND, SNOW AND RAIN DATA

100 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 22 WIND, SNOW AND RAIN DATA

101 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 23 WIND, SNOW AND RAIN DATA

102 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 24 WIND, SNOW AND RAIN DATA

103 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 25 WIND, SNOW AND RAIN DATA

104 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 26 WIND, SNOW AND RAIN DATA

105 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 27 WIND, SNOW AND RAIN DATA

106 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev MBMA METAL ROOFING SYSTEM DESIGN MANUAL CLIMATIC DATA Metal Building Manufacturers Association. Reprinted with permission. All rights reserved. Appendix E E 28 WIND, SNOW AND RAIN DATA

107 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev. 3 E. Ground Snow Load, p g, Maps for the U.S. (For use with ASCE 7-02, MBMA, BOCA, SBC, & IBC) (For UBC, use snow loads as determined by the building official) Appendix E E 29 WIND, SNOW AND RAIN DATA

108 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev. 3 E. Ground Snow Load, p g, Maps for the U.S. continued. (For use with ASCE 7-02, MBMA, BOCA, SBC, & IBC) (For UBC, use snow loads as determined by the building official) Appendix E E 30 WIND, SNOW AND RAIN DATA

109 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev. 3 F. Basic Wind Speed (3-second gust) Maps for the U.S. (For use with ASCE 7-02, MBMA, & IBC) EAST & CENTRAL U.S. Appendix E E 31 WIND, SNOW AND RAIN DATA

110 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev. 3 F. Basic Wind Speed (3-second gust) Maps for the U.S. (For use with ASCE 7-02, MBMA, & IBC) WESTERN U.S. WITH ALASKA Appendix E E 32 WIND, SNOW AND RAIN DATA

111 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev. 3 F. Basic Wind Speed (3-second gust) Maps for the U.S. (For use with ASCE 7-02, MBMA, & IBC) SOUTHEASTERN U.S. HURRICANE COASTLINE Appendix E E 33 WIND, SNOW AND RAIN DATA

112 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev. 3 F. Basic Wind Speed (3-second gust) Maps for the U.S. (For use with ASCE 7-02, MBMA, & IBC) WESTERN GULF OF MEXICO HURRICANE COASTLINE Appendix E E 34 WIND, SNOW AND RAIN DATA

113 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev. 3 F. Basic Wind Speed (3-second gust) Maps for the U.S. (For use with ASCE 7-02, MBMA, & IBC) MID AND NORTHERN U.S. HURRICANE COASTLINE Appendix E E 35 WIND, SNOW AND RAIN DATA

114 ACI BUILDING ORDER ENTRY Oct. 4, 2005 SYSTEMS, INC. MANUAL Rev. 3 G. BOCA, SBC & UBC WIND SPEED MAP FOR U.S. (Fastest mile velocities) (Use these velocities for 1999 BOCA, 1999 SBC & 1997 UBC) Appendix E E 36 WIND, SNOW AND RAIN DATA

115 ACI BUILDING ORDER ENTRY September 16, 2005 SYSTEMS, INC. MANUAL Rev. 2 GENERAL APPENDIX F ACI GENERAL SPECIFICATIONS 1. The work covered by this section shall include all labor, material, equipment, and services necessary for the design and fabrication of an ACI building in accordance with these specifications and as shown on the contract drawings. The ACI building shall include all primary and secondary structural framing members, cladding, fasteners, trim, and those accessories such as roof ventilators, walk doors, and other miscellaneous items as shown or called for in the purchase order contract. 2. An anchor rod drawing shall be furnished by ACI and will be used to determine the exact perimeter dimensions for forming the foundation and setting of anchor rods by others. Dimensions shown on the contract drawings are nominal and shall not be used for concrete forming. 3. Complete erection drawings shall be furnished by ACI on jobs for approval. These drawings shall include the building size, design loads, type of construction, material, gauge of cladding, and type, quantity, and location of accessory items. Fabrication drawings are not furnished for approval. 4. ACI shall furnish complete erection drawings showing sidewall, endwall, and roof framing, transverse cross-sections, cladding and flashing details, and accessory installation details to clearly indicate the proper assembly of all building parts. 5. ACI utilizes those standards, specifications, and recommendations of professionally recognized agencies and groups such as AISC, AWS, ASTM, AISI, and MBMA as a basis for establishing design, fabrication and quality criteria, standards, practices, methods, and tolerances. Unless stipulated otherwise in the contract documents, ACI's design, fabrication and quality criteria, standards, practices, methods, and tolerances will govern the work. STRUCTURAL DESIGN A. GENERAL 1. All structural steel sections and welded plate members shall be designed in accordance with the 9 th Edition of the AISC "Manual of Steel Construction, Allowable Stress Design." 2. All cold-formed steel members shall be design in accordance with the American Iron and Steel Institute s (AISI) standard, North American Specification for the Design of Cold-formed Steel Structural Members. The edition of the AISI used will be the most acceptable edition at that time as determined by the ACI Director of Engineering. Appendix F ACI GENERAL SPECIFICATIONS F1

116 ACI BUILDING ORDER ENTRY September 16, 2005 SYSTEMS, INC. MANUAL Rev. 2 B. DESIGN LOADS 1. The roof live, ground snow, and wind loads shall be as specified by the applicable building code or as determined in accordance with the Design Practices in the latest edition of the MBMA "Low Rise Building Systems Manual." 2. Roof live and snow loads shall be applied to the horizontal projection of the roof-framing members. 3. The magnitude and location of any auxiliary loads or collateral design loads such as cranes, material handling systems, sprinklers, mechanical and electrical systems, and other applied loads must be clearly set forth in the building Purchase Order Contract. C. DESIGN CERTIFICATION ACI shall furnish erection drawings and a letter of design certification with the seal of a registered professional engineer. STRUCTURAL STEEL FABRICATION A. GENERAL 1. All primary and secondary structural members shall be factory cut, formed, punched, welded, cleaned, and painted for assembly. All base plates, cap plates, stiffeners, and splice plates shall be shop fabricated complete with bolt connection holes. 2. All shop connections shall be welded in accordance with the latest editions of the American Welding Society Standards D1.1 and D1.3. Flange to web welds shall be applied using an automatic sub-arc process. All shop welds shall meet or exceed design requirements. 3. All field connections shall be bolted. High strength bolts shall be installed in properly aligned holes, but need only be tightened to the snug tight condition. The snug tight condition is defined as the tightness that exists when all plies are in firm contact. This may usually be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. In actuality, snug tight is a degree of tightness, which will vary from joint to joint depending upon the thickness and degree of parallelism of the connected materials. In most joints the plies will pull together; however, in some joints, it may not be possible at snug to have contact throughout the faying surface area. Bolts shall be: Primary Connections ASTM A325 or A490 Secondary Connections ASTM A307 Appendix F ACI GENERAL SPECIFICATIONS F2

117 ACI BUILDING ORDER ENTRY September 16, 2005 SYSTEMS, INC. MANUAL Rev Cold-formed sections shall be manufactured by precision roll or press forming. All dimensions shall be within applicable AISI or MBMA accepted tolerances and the formed member should have no excessive fluting, buckling, or waviness. 5. All structural framing members shall be cleaned to SSPC-2 and given one shop coat of industrial, quick-dry, lead-free, red or gray alkyd primer. This is a provisional shop coat. Recoating is not recommended. B. PRIMARY STRUCTURAL FRAMING 1. Primary structural framing shall include the transverse rigid frames, lean-to rafters and columns, canopy beams, intermediate columns, mezzanine support girders, built-up endwall columns and rafters, portal frames, and wind columns. 2. Steel used in the fabrication of built-up and wide flange primary structural members shall have a minimum yield strength of 50 ksi. Pipes and tubes used in the fabrication of primary members shall have minimum yield strengths of 42 ksi and 46 ksi, respectively. Steels with different minimum yield strengths may be used when designated or approved by ACI s Director of Engineering. C. SECONDARY STRUCTURAL MEMBERS 1. Secondary structural framing shall include the purlins, girts, eave struts, base angles, clips, and other miscellaneous structural parts. 2. Steel used in the fabrication of cold-formed structural members shall have a minimum yield of 55 ksi. ACI engineering may designate or approve Steels with different minimum yield strength. 3. Purlins and girts shall be roll-formed or press-formed with stiffening lips on the flanges. Stiffening lips on zee sections shall be formed at an angle of 50 degrees with the flanges, to facilitate nesting. 4. Eave struts shall be cold-formed Cee-sections with flanges angled to align with the roof slope and with webs aligned with the sidewall girt-line. Eave struts shall provide suitable fastening surfaces for both wall and roof sheets. Eave struts shall be fabricated using a 14-gage or 12-gage minimum substrate thickness. 5. A continuous base member shall be provided for attachment of the wall covering. 6. The structural framing members at all framed openings shall be adequate for the specified design loads. Appendix F ACI GENERAL SPECIFICATIONS F3

118 ACI BUILDING ORDER ENTRY September 16, 2005 SYSTEMS, INC. MANUAL Rev. 2 ROOF, WALL, AND INTERIOR PANELS A. GENERAL Typical roof, wall, and interior panels shall be 29, 26, 24, or 22-gage galvanized or Galvalume TM coated steel (painted or unpainted) and rollformed into various panel configurations. B. BASE METAL Galvanized coated steel used for roofing and wall panels shall conform to ASTM A653 SS50 Class 1 or SS80, G-90 coating class. Galvalume TM coated steel used for roofing and wall panels shall conform to ASTM A792 SS50 Class 1 or SS80, with a coating class of AZ50 for painted material or AZ55 for unpainted material. C. PANEL DESCRIPTIONS 1. The "R" panel shall be precision roll-formed for a 3-foot wide coverage and shall have four major ribs tapering from 3 5/64 inches to 1 inch and spaced at 12 inches on center and 1 1/4 inches deep. The "R" panel is suitable for roofs, walls, liners, facades, and soffits. 2. The "PBR" panel has the same configuration as the "R" panel with the addition of a purlin bearing leg. The "PBR" panel is used primarily as a roof panel. 3. The "A" panel shall be precision roll-formed for a 3-foot wide coverage with a sloping contour shape. Major ribs shall be at 12 inches on center and shall be 1 1/8 inches deep. The "A" panel is suitable for walls, soffits, liners, and façades only. 4. The "M" panel shall be precision roll-formed for a 3-foot wide coverage and shall have 7 symmetrical ribs spaced at 6 inches on center and 51/64 inches deep. The "M" panel is suitable for roofs, walls, liners, facades, and soffits. 5. The "PBM" panel has the same configuration as the "M" panel with the addition of a purlin bearing leg. The "PBM" panel is used primarily as a roof panel. 6. The "R" and "PBR" panels are both classified by Underwriters Laboratory, Inc. for Class 90 wind uplift resistance under construction numbers 161 and 167 as referenced in the UL Building Materials Directory. 7. The "M" and "PBM" panels are both classified by Underwriters Laboratory, Inc. for Class 90 wind uplift resistance under construction number 39 as referenced in the UL Building Materials Directory. Appendix F ACI GENERAL SPECIFICATIONS F4

119 ACI BUILDING ORDER ENTRY September 16, 2005 SYSTEMS, INC. MANUAL Rev. 2 D. FASTENERS 1. Panel to cold-formed fasteners shall be #12-14 x 1.25 inch (minimum) and panel-to-panel side lap fasteners shall be 1/4"-14 x 7/8 inch. All panel fasteners shall be zinc-plated self-drillers with steel backed flat bonded neoprene or EPDM washers and are available in color matched finishes. 2. Optional long-life corrosion resistant fasteners are available. E. INSTALLATION OF ROOF AND WALL PANELS 1. Panels shall be continuous for roof and wall planes that are 30 feet long or less. Where required, panel laps shall be a minimum of 6 inches and shall occur at a supporting girt or purlin. 2. Sidewall and endwall panels shall be extended 1-1/2 inches below the finished floor elevation. F. TRIM, FLASHING, GUTTERS, AND DOWNSPOUTS 1. Trim and/or flashing shall be furnished at the rake, corners, eaves, at framed openings, and wherever necessary to provide a weather tight and finished appearance. 2. Galvanized coated steel used for trim, flashing, gutters, downspout, and other miscellaneous uses shall conform to ASTM A653 SS50 Class 2 or CS Type B, with a G-90 coating class. Galvalume TM coated steel used for flashing shall conform to ASTM A792 SS50 B, with an AZ50 coating class for pre-painted and AZ55 coating class for unpainted material. 3. Gutters shall be formed to match the profile of the rake trim and equipped with adjustable supports at 36 inches on center. Downspouts shall be equipped with wall attachments and 45-degree elbows at the floor line. ACCESSORIES A. PERSONNEL DOORS 1. Door leaves shall be 1 3/4 inches thick, full flush, fabricated from 20-gage galvanized sheet and bonderized for paint adherence. The core material shall be a one-piece polystyrene core bonded to the face sheets with a two-component epoxy adhesive. Doors shall have a "U" factor of 0.16 and an STC of Doorframes shall be 16-gauge galvanized steel with reinforced recessed hinge plates. 3. Doors shall be furnished with cylindrical locksets and prepared for 4 1/2 inch x 4 1/2 inch NRP hinges. 4. Door leaves and frames shall be prime coated with one coat of white paint and oven-dried to produce a hard, long-lasting surface. Appendix F ACI GENERAL SPECIFICATIONS F5

120 ACI BUILDING ORDER ENTRY September 16, 2005 SYSTEMS, INC. MANUAL Rev The threshold shall be an extruded aluminum shape and shall provide a positive weather seal. B. ALUMINUM WINDOWS Aluminum windows shall be specially designed for installation with the exterior wall panels. Windows shall be complete with latch, removable halfscreens, weather-stripping, and provision for installation of a storm sash. Windows shall be factory glazed using vinyl-glazing beads and shall be backbedded. All structural members shall be extruded aluminum. C. VENTILATORS Ventilators shall be gravity type fabricated from galvanized or Galvalume TM coated steel and shall be continuous, furnished in ten-foot lengths with end caps and splice components provided for continuous installation. Continuous ventilators may also include an optional damper. When required, dampers shall provide an adjustable opening at the throat and shall be of the manually operated type. Round ventilators are designed with interior baffles and exterior wind banks to provide maximum flow. Round ventilators shall be furnished with birdscreens. Ventilators for roofs with colored painted panels shall be supplied in white or optional color. D. LIGHT TRANSMITTING PANELS Light transmitting panels (LTP) are fabricated from high strength fiberglass reinforced resin panels with a random strand mat of cut glass fibers. Roof LTPs also incorporate a heavy mesh of woven fiberglass cloth (2 ounces per square foot). LTPs shall have a profile matching the roof or wall panel and are a minimum of 1/16 of an inch thick, with a nominal weight of 8 ounces per square foot. Translucent panels are white and have a nominal light transmittance of 55% (± 5%) per ASTM D1494. E. LOUVERS Louvers can be furnished with either fixed or adjustable blades. Fixed louvers have blades set in a permanent position while adjustable louvers can be moved with a hand crank or chain operator. Louvers shall be furnished to match the wall panel color. F. OVERHEAD DOORS Framing members as described in the secondary framing section shall be furnished for all overhead doors, complete with support headers. Appendix F ACI GENERAL SPECIFICATIONS F6

121 ACI BUILDING ORDER ENTRY September 16, 2005 SYSTEMS, INC. MANUAL Rev. 2 G. INSULATION Insulation, when required, shall be blanket type fiberglass with a standard white WMP-VR facing. Other specified types of facing adequate to satisfy building occupancy requirements are available. Thickness and density shall be determined by the required "R" factor. BUILDING ANCHORAGE AND FOUNDATION A. ANCHORAGE The building anchor rods and related anchorage shall be designed by a licensed design professional to resist the column reactions resulting from the loading combinations specified in the appropriate building code. ACI will size the anchor rods and recommend the minimum number required - for each column based on the allowable tension and shear for ASTM A307 grade anchor material. Anchor type and embedment is beyond the scope of work provided by ACI and must be provided by a licensed design professional retained by the Buyer. B. FOUNDATION The building foundation shall be designed by a licensed design professional to support the building reactions in addition to other loads imposed on the building by the use or occupancy. Foundation design is beyond the scope of work performed by ACI and must be provided by a licensed design professional retained by the Buyer. Galvalume TM is a registered trademark of BIEC International, Inc. Appendix F ACI GENERAL SPECIFICATIONS F7

122 ACI BUILDING ORDER ENTRY August 10, 2005 SYSTEMS, INC. MANUAL Rev. 2 APPENDIX G ACI STANDARD ENDWALL SYSTEMS A. SHEETED ENDWALL SYSTEM Type IR and IA endwalls have post and beam construction with flush or bypass endwall grits and cable or diaphragm bracing. Endwall columns are braced at girt locations. The framing members are designed to support half of the roof and sidewall bay loads and the full endwall loads. This type of wall may be braced laterally either by diaphragm action or by cable bracing. Diaphragm bracing requires "R" or "M" panels and base angles continuously attached to a floor slab. ENDWALL TYPE IR STANDARD ENDWALL COLUMN SPACING ALTERNATE ENDWALL COLUMN SPACING ENDWALL TYPE IA (Column located at ridge) Appendix G G 1 ACI STANDARD ENDWALL SYSTEMS

123 ACI BUILDING ORDER ENTRY August 10, 2005 SYSTEMS, INC. MANUAL Rev. 2 B. GABLE SHEETED ENDWALL SYSTEM Type IIR and IIA endwalls have post and beam construction with flush or bypass endwall grits and cable bracing. Endwall columns may be braced by collateral wall system provided by others. The framing members are designed to support half of the roof and sidewall bay loads and the full endwall loads. This type of wall must be braced laterally by cable bracing. ENDWALL TYPE IIR STANDARD ENDWALL COLUMN SPACING ENDWALL TYPE IIA ALTERNATE ENDWALL COLUMN SPACING (Column located at ridge) Appendix G G 2 ACI STANDARD ENDWALL SYSTEMS

124 ACI BUILDING ORDER ENTRY August 10, 2005 SYSTEMS, INC. MANUAL Rev. 2 C. NON-SHEETED ENDWALL SYSTEM Type IIIR and IIIA endwalls have post and beam construction with flush or bypass endwall grits and cable bracing. Endwall columns may be braced by collateral wall system provided by others. The framing members are designed to support half of the roof and sidewall bay loads and the full endwall loads. This type of wall must be braced laterally by cable bracing. ENDWALL TYPE IIIR STANDARD ENDWALL COLUMN SPACING ENDWALL TYPE IIIA ALTERNATE ENDWALL COLUMN SPACING (Column located at ridge) Appendix G G 3 ACI STANDARD ENDWALL SYSTEMS

125 ACI BUILDING ORDER ENTRY August 10, 2005 SYSTEMS, INC. MANUAL Rev. 2 D. SHEETED ENDWALL SYSTEM Type IVR and IVA endwalls have full- or half-load rigid frames. Endwall columns are braced at wall girt locations. This type of wall does not require cable bracing and modular rigid frame columns may be turned to support endwall girts. ENDWALL TYPE IVR STANDARD ENDWALL COLUMN SPACING ENDWALL TYPE IVA ALTERNATE ENDWALL COLUMN SPACING (Column located at ridge) Appendix G G 4 ACI STANDARD ENDWALL SYSTEMS

126 ACI BUILDING ORDER ENTRY August 10, 2005 SYSTEMS, INC. MANUAL Rev. 2 E. GABLE SHEETED ENDWALL SYSTEM Type V endwalls have full- or half-load rigid frames. Endwall columns are braced at wall girt locations. This type of wall does not require cable bracing and modular rigid frame columns may be turned to support endwall girts. ENDWALL TYPE V F. NON-SHEETED ENDWALLS Type VI endwalls have full- or half-load rigid frames with no girts, endposts, or panels. This type of wall does not require cable bracing. ENDWALL TYPE VI G. ENDWALL BY OTHERS ENDWALL TYPE VII Type VII endwalls are completely open for load bearing framing or walls by others. Appendix G G 5 ACI STANDARD ENDWALL SYSTEMS

127 ACI BUILDING ORDER ENTRY August 10, 2005 SYSTEMS, INC. MANUAL Rev. 2 APPENDIX H SCF Straight Column Frame Single Span Straight Columns Straight or Tapered Rafters ACI STANDARD FRAME TYPES SCFM Straight Column Frame Multi-span Multi-Span Straight Columns Straight or Tapered Rafters TCF Tapered Column Frame Single Span Tapered Columns Tapered Rafters TCFM Tapered Column Frame Multi-span Multi-Span Tapered Columns Tapered Rafters SSF Single Slope Frame Single Span Single Slope Straight Columns Straight or Tapered Rafter SSFM Single Slope Frame Multi-span Multi-Span Single Slope Straight Columns Straight Rafter SST Single Slope Frame Tapered Column Single Span Single Slope Tapered Columns Tapered Rafter SSTM Single Slope Frame Tapered Column Multi-span Multi-Span Single Slope Tapered Columns Tapered Rafter Appendix H H 1 ACI STANDARD FRAME TYPES

128 ACI BUILDING ORDER ENTRY August 10, 2005 SYSTEMS, INC. MANUAL Rev. 2 APPENDIX J SPECIAL INSPECTION REQUIREMENTS A. Introduction Buildings with a B wind exposure located in an area with 120 mph or greater design wind speed or buildings with a C or D wind exposure in an area with 110 mph or greater design wind speed require special inspections and a Quality Assurance Plan. In addition, buildings with a seismic design category of C or greater must also have a Quality Assurance Plan involving special inspections. According to Sections 1706 and 1707 of the 2000 IBC, the following quality assurance plan shall be implemented for structures in high seismic or high velocity wind zones. B. Periodic Special Inspections The following items will require periodic special inspection during the erection process: 1. Placement, size, and extension of anchors. 2. Installation of cable or rod bracing. 3. Verification of identification markings for high strength bolts and nuts. 4. Installation of high strength bolts pre-tensioned by the turn-of-the nut method when match-marking is used. 5. Attachment of secondary members to primary framing. 6. Attachment of panels to secondary members. 7. Installation of sub-framing at window and walk door openings. 8. Installation and load rating of overhead doors. 9. Field placement of single pass fillet welds less than or equal to 5/16". 10. Field placement of floor deck puddle welds. Appendix J J 1 SPECIAL INSPECTION REQUIREMENTS

129 ACI BUILDING ORDER ENTRY August 10, 2005 SYSTEMS, INC. MANUAL Rev. 2 C. Continuous Special Inspections The following items will require continuous special inspection during the erection process: 1. Installation of high strength bolts pre-tensioned by the turn-of-the nut method when match-marking is not used. 2. Field placement of single pass fillet welds greater than 5/16", multipass fillet welds, and complete or partial penetration groove welds. D. Definitions Section 1702 of the code gives the following definitions: Continuous Special Inspection - The full-time observation of work requiring special inspection by an approved special inspector who is present in the area where the work is being performed. Periodic Special Inspection - The part-time or intermittent observation of work requiring special inspection by an approved special inspector who is present in the area where the work has been or is being performed and at the completion of work. E. Special Inspectors According to Section 1704 of the code, it is the responsibility of the owner or the registered design professional in responsible charge acting as the owner's agent to employ one or more special inspectors to provide inspections during construction. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. It is the responsibility of the permit applicant to submit this statement of special inspections as a condition for permit issuance. In addition to this list of required Appendix J J 2 SPECIAL INSPECTION REQUIREMENTS

130 ACI BUILDING ORDER ENTRY August 10, 2005 SYSTEMS, INC. MANUAL Rev. 2 inspections, the permit applicant shall include a list of the individuals, approved agencies, or firms intended to be retained for conducting such inspections. Special inspectors shall keep records of inspections. The special inspector shall furnish inspection reports to the building official, and to the registered design professional in responsible charge (not the Systems Engineered Metal Building Structural Engineer of Record). Reports shall indicate that work inspected was performed in conformance to approved construction documents. Discrepancies shall be brought to the immediate attention of the contractor for correction. If the discrepancies are not corrected, the discrepancies shall be brought to the attention of the building official and to the registered design professional in responsible charge (not the Systems Engineered Metal Building Structural Engineer of Record) prior to the completion of that phase of the work. A final report of inspections documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted periodically at a frequency agreed upon by the permit applicant and the building official prior to the start of work. F. Reference Standards Welding inspection shall be in compliance with AWS D1.1 and D1.3. The basis for welding inspector qualification shall be AWS D1.1 and D1.3. Bolt and nut material identification shall be in compliance with the AISC Manual of Steel Construction (ASD), 9th Edition, Section A3.4 and ASTM A325 or ASTM A490.Inspection of high-strength bolted connections shall be in compliance with Section 8(d)(1) of the Research Council on Structural Connections, Specification for Structural Joints Using ASTM A325 or A490 Bolts. Appendix J J 3 SPECIAL INSPECTION REQUIREMENTS

131 ACI BUILDING ORDER ENTRY August 10, 2005 SYSTEMS, INC. MANUAL Rev. 2 Inspection of the installation of all supplied components shall be in accordance with the ACI Erection Manual and the details shown on ACI erection drawings marked "For Construction" and sealed by a professional engineer. Inspection of the installation of overhead doors shall be in accordance with the Erection Manual and/or details provided by the door manufacturer. Verification of the load rating for overhead doors shall be required from the door manufacturer. G. Statement of Responsibility Section of the code requires each contractor responsible for the construction of the components listed in this Quality Assurance Plan to submit a written contractor's statement of responsibility to the building official and to the owner prior to the commencement of work. The contractor's statement of responsibility shall contain the following: 1. Acknowledgement of awareness of the special requirements contained in the quality assurance plan; 2. Acknowledgement that control will be exercised to obtain conformance with the construction documents approved by the building official; 3. Procedures for exercising control within the contractor's organization, the method and frequency of reporting, and the distribution of reports; and 4. Identification and qualifications of the person(s) exercising such control and their position(s) in the organization. Appendix J J 4 SPECIAL INSPECTION REQUIREMENTS

132 ACI BUILDING ORDER ENTRY August 2, 2005 SYSTEMS, INC. MANUAL Rev. 3 APPENDIX K COMMON BUILDING CODES WITH DESIGN REQUIREMENTS Building Code Roof Live Load Is Roof Live Load Reduction Allowed? Design Wind Speed Design Wind Pressure Wind Exposure Category Seismic Acceleration Coefficients or Zone Ground Snow Load Roof Snow Load Building Use Classification ARK 2002 (IBC 2000) X X X X X X X BOCA 1987 X X X X X X X BOCA 1990 X X X X X X X BOCA 1993 X X X X X X X BOCA 1996 X X X X X X X BOCA 1999 X X X X X X X CT STATE 1999 X X X X X X X FL STATE 2001 X X X X X X X Georgia 2003 (IBC 2000) X X X X X X X IBC 2000 X X X X X X X IBC 2003 X X X X X X X IN STATE 1998 X X X X X X X MASS 6 th Ed. X X X X X X X MBMA 1986 X X X X X X X MBMA 1990 X X X X X X X MBMA 1996 X X X X X X X MBMA 2002 (IBC 2000) X X X X X X X MN STATE 1998 X X X X X X X NCBC 2002 (IBC 2000) X X X X X X X NJ STATE 2001 X X X X X X X NY STATE 2001 X X X X X X OR STATE 1996 X X X X X X X SBC 1987 X X X X X X SBC 1991 X X X X X X SBC 1994 X X X X X X Appendix K K 1 COMMON BUILDING CODES WITH DESIGN REQUIREMENTS

133 ACI BUILDING ORDER ENTRY August 2, 2005 SYSTEMS, INC. MANUAL Rev. 3 Building Code Roof Live Load Is Roof Live Load Reduction Allowed? Design Wind Speed Design Wind Pressure Wind Exposure Category Seismic Acceleration Coefficients or Zone Ground Snow Load Roof Snow Load Building Use Classification SBC 1997 X X X X X X SBC 1999 X X X X X X SBC 2000 (IBC 2000) X X X X X X X UBC 1991 X X X X X X X UBC 1993 X X X X X X X UBC 1994 X X X X X X X UBC 1997 X X X X X X X VA STATE 1997 X X X X X X X WI STATE 2000 X X X X X X Appendix K K 2 COMMON BUILDING CODES WITH DESIGN REQUIREMENTS

134 ACI BUILDING ORDER ENTRY August 10, 2005 SYSTEMS, INC. MANUAL Collateral Loads Table APPENDIX L ACI Standard Collateral Load Values The following table is a combination of the suggested collateral loads from Table 1.1 (c) of the 2002 MBMA Low Rise Building Systems Manual and Table C3-1 of ASCE Material Ceilings Suspended Acoustical Tile Suspended Gypsum Board Plaster on Wood Lath Suspended Steel Channel System Suspended Metal Lath and Cement Plaster Suspended Metal Lath and Gypsum Plaster Wood Furring Suspension System Insulation Glass Fiber Blanket Cellular Plastic Roof Boards Cellular Glass Roof Boards Fibrous Glass Roof Boards Fiberboard Perlite Polystyrene Foam Urethane Foam with Skin Rigid Insulation Roofs Plywood (per 1/8") Asphalt Shingles Collateral Load (psf) per 1/8" Negligible 0.2 per inch 0.7 per inch 1.1 per inch 1.5 per inch 0.8 per inch 0.2 per inch 0.5 per inch 1.5 per inch Lighting 0.1 to 1 HVAC Ducts (Office or Commercial) 1 Sprinklers Dry Wet Note: If any of these materials are required, do not assume that 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 form all other loads and must therefore be specified separately on the Purchase Order Contract Appendix L L 1 ACI Standard Collateral Load Values

135 ACI BUILDING ORDER ENTRY August 2, 2005 SYSTEMS, INC. MANUAL APPENDIX M ACI Standard Floor Live Load Values Floor Live Loads The following table is a combination of the suggested live loads from Table of the 2000 International Building Code. Occupancy or Use Access Floor Systems Office Use Computer Use Uniform Load (psf) 50 [2000] 100 [2000] Armories and Drill Rooms 150 Assembly Areas & Theaters Fixed Seats 60 Lobbies 100 Movable Seats 100 Platforms 125 Catwalks 40 Balconies 100 Bowling Allies, Poolrooms & Similar Recreational 75 Areas Corridors 100 Dance Halls & Ballrooms 100 Dining Rooms & Restaurants 100 Fire Escapes 100 Garages (Passenger Cars, Only) 50 Gymnasiums, Main Floors and Balconies 100 Hospitals Operating Rooms 60 * [1000] Laboratories 60 * [1000] Private Rooms 40 * [1000] Wards 40 * [1000] Corridors 80 * [1000] Hotels & Multifamily Dwellings Private Rooms Public Areas * (+ Equipment) Occupancy or Use Libraries Reading Rooms Stack Rooms Corridors Uniform Load (psf) 60 [1000] 150 [1000] 80 [1000] Manufacturing Light 125 [2000] Heavy 250 [3000] Marquees & Canopies 75 Office Buildings File & Computer Rooms Lobbies & First Floor Corridors Offices Corridors Above First Floor Penal Institutions Cell Blocks Corridors Reviewing Stands, Grandstands, & Bleachers Schools Classrooms Corridors Above First Floor First Floor Corridors Storage Warehouses Light Heavy Stores Retail 1 st Floor Retail Above 1 st Wholesale Based on Equipment 100 [2000] 50 [2000] 80 [2000] [1000] 80 [1000] 100 [1000] [1000] 75 [1000] 125 [1000] Walkways and Elevated Platforms (Other than Exitways) 60 Note: Bracketed values represent concentrated loads in pounds. Appendix M M 1 ACI STANDARD FLOOR LOAD VALUES

136 ACI BUILDING ORDER ENTRY August 2, 2005 SYSTEMS, INC. MANUAL APPENDIX N ACI STANDARD SEISMIC DATA A. IBC Site Class Definitions for Foundation Support Materials SITE CLASS DEFINITIONS Table AVERAGE PROPERTIES IN TOP 100 feet, AS PER SECTION SITE SOIL PROFILE Soil shear wave Standard penetration Soil undrained CLASS NAME velocity, v S (ft/s) resistance, N shear strength, S u (psf) A Hard rock v S > 5,000 N/A N/A B Rock 2,500 < v S 5,000 N/A N/A C Very dense soil and soft rock 1,200 < v S 2,500 N > 50 S u 2,000 D Stiff soil profile 600 v S 1, N 50 1,000 < S u 2,000 E Soft soil profile v S < 600 N < 15 S u < 1,000 E F N/A = not applicable Any profile with more than '10 feet of soil having the following characteristics: 1. Plasticity index PI > 20; 2. Moisture content w 40%, and 3. Undrained shear strength s u < 500 psf Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H > 10 feet of peat and/or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H >25 feet with plasticity index PI >75) 4. Very thick soft/medium stiff clays (H > 120 feet) Appendix N N 1 ACI STANDARD SEISMIC DATA

137 ACI BUILDING ORDER ENTRY August 2, 2005 SYSTEMS, INC. MANUAL B. BOCA & SBC Seismic Information 1999 BOCA Table SBC Table SITE COEFFICIENT Soil-profile Type S 1 S 2 S 3 S 4 Description A soil profile with either: Rock of any characteristic, either shalelike or crystalline in nature, which has a shear wave velocity greater than 2,500 feet per second; or Stiff soil conditions where the soil depth is less than 200 feet and the soil types overlying rock are stable deposits of sands, gravels or stiff clays. A soil profile with deep cohesionless or stiff clay conditions, where the soil depth exceeds 200 feet and soil types overlying rock are stable deposits of sands, gravels or stiff clays. A soil profile containing 20 to 40 feet in thickness of soft to medium-stiff clays with or without intervening layers of cohesionless soils. A soil profile characterized by a shear wave velocity less than 500 feet per second, containing more than 40 feet of soft clays or silts. Site coefficient S Appendix N N 2 ACI STANDARD SEISMIC DATA

138 ACI BUILDING ORDER ENTRY August 2, 2005 SYSTEMS, INC. MANUAL B. BOCA & SBC Seismic Information continued. U.S. MAP FOR DETERMINATION OF A V Appendix N N 3 ACI STANDARD SEISMIC DATA

139 ACI BUILDING ORDER ENTRY August 2, 2005 SYSTEMS, INC. MANUAL B. BOCA & SBC Seismic Information continued. U.S. MAP FOR DETERMINATION OF A a Appendix N N 4 ACI STANDARD SEISMIC DATA