51 CHAPTER 2 : NOMENCLATURE Section 2.2 : Abbreviations 2 of 3 MIN. (min.) - Minimum mm - Millimeter MR - Monorail crane MSB - Mild steel bolt or machine bolt N - Newton NS/FS - Near side / Far side OA - Overall OC(O.C) - On center O/O - Out-to-out P & B - Post-and-Beam PL - Plate REV. - Revision RF(R.F.) - Rigid frame RUD - Roll-up door SBO(S.B.O.) - Special buy out SDS - Self drilling screw SF - Space frame SI - International System of Units SS - Single Slope SSD - Single sliding door STD. - Standard STS - Self tapping screw SV - Space Saver SW - Sidewall TC - Tempcon panel THK(T) - Thickness TRC - Top running crane TYP - Typical TYP UN - Typical unless noted UHC - Underhung crane W - Watt or width W/ - With W/O - Without WG - Weatherguard (Panel) Wt. - Weight ZS - Zamil Steel ∠ - Diameter @ - At # - Number % - Percentage
52 CHAPTER 2 : NOMENCLATURE Section 2.2 : Abbreviations 3 of 3 Standard Colors & Finishes AB - Arabian Beige BB - Bronze Brown CG - Cactus Green DG - Desert Gold FW - Frost White PVF2 - Polyvinylidene Flouride SB - Shasta Blue TC - Terra Cotta XPD - Exterior Premium Durability XRW - Exterior Roofing and Walling XSE - Exterior Severe Environments Z/A - Zincalume Standard Panel Profiles Profile “A” - High-Rib panel Profile “B” - High-Rib Plus panel Profile “C” - Low-Rib panel Profile “D” - Sculptured “Z”-Liner panel Profile “E” - Flat “Z”-Liner panel Profile “F” - 5-Rib panel Profile “G” - Deep-Rib panel Profile “R” - “R” panel TCHR - Tempcon High-Rib Sandwich panel TCLR - Tempcon Low-Rib Sandwich panel TCMD - Tempcon Modified Sandwich panel Codes, Specifications and Standards ACI - American Concrete Institute AISC - American Institute of Steel Construction AISI - American Iron and Steel Institute ANSI - American National Standard Institute AS - Australian Standard ASCE - American Society of Civil Engineers ASTM - American Society for Testing and Materials AWS - American Welding Society BS - British Standard (Institute) DIN - Deutsches Institut für Normung e. V. (German Institute for Standardization) EN - Europe Standards ISO - International Organization for Standardization JIS - Japanese Industrial Standards MBMA - Metal Building Manufacturers Association SSPC - Steel Structures Painting Council UBC - Uniform Building Code UL - Underwriters Laboratories Inc.
ENGINEERING ENGINEERING PRACTICES PRACTICES C H A P T E R 3
54 3. Engineering Practices Engineering Practices 3.1 General .......................................................................... 55 3.2 Design Codes and Building Codes ............................. 56 3.3 Design Loads ................................................................ 57 3.4 Collateral Loads............................................................ 59 3.5 Mezzanine Live Loads .................................................. 60 3.6 Building Material Weights............................................ 61 3.7 Conversion Factors ...................................................... 62 3.8 Deflection Criteria......................................................... 64 3.9 Engineering Output ...................................................... 65 3.10 Building Design Certification ...................................... 67
55 CHAPTER 3 : ENGINEERING PRACTICES Section 3.1 : General 1 of 1 Since its establishment in 1977, Zamil Steel has aggressively pursued complex engineering projects and has taken an active role in converting complex buildings designed with conventional structural steel into simpler and more economical preengineered steel buildings without sacrificing the utility and function of these buildings. In its quest to become the engineering leader in the pre-engineered steel building industry, Zamil Steel has pioneered notable advancements in software development and computerization. Today, Zamil Steel is the only PEB company in the world where all professional staff are equipped with a state-ofthe-art computer and where 100% of the engineering output (design calculations, erection drawings, shop details and bills of material) is produced in digital format. In-house developed programs include the following proprietary software : • ASFAD (Advanced Steel Frame Analysis and Design) • AGOSED (Automatic Generator of Shop and Erection Drawings) • INTELEST (Intelligent Building Estimator) This brief chapter is intended to highlight the following : • The standard design codes and building codes to which Zamil Steel designs. • Zamil Steel’s recommended deflection limitations. • Description and scope of Zamil Steel engineering output. This chapter should be read in conjunction with the following Zamil Steel publications : • Standard Product Specifications • Panel Chart (colors & profiles) The latest edition of the above publications may be requested from the Marketing Department at Zamil Steel Head Office or from any Zamil Steel Area Office.
56 American Iron and Steel Institute (AISI) Cold Formed Steel Design Manual, 1986 Edition / 1989 Addendum 1000 16th Street, NW Washington, DC 20036 This manual is used to design cold-formed sections. American Welding Society (AWS) Structural Welding Code - Steel, 1996 Edition, ANSI/AWS D1.1-96 550 N.W. LeJeune Road Miami, FL 33126 This manual is used to design welded connections and to establish welding specifications and procedures. Metal Buildings Manufacturers Association (MBMA) 1996 Low Rise Building Systems Manual 1300 Summer Ave. Cleveland, Ohio 44115 This manual is the authoritative guide for the design and manufacture of pre-engineered steel buildings. American Institute of Steel Construction (AISC) Manual of Steel Construction-Allowable Stress Design, 1989 Edition 1 East Wacker Drive, Suite 3100 Chicago, Illinois 60601- 2001 This manual is used to design built-up sections, hot rolled sections and welded plates and for the design of bolted connections. We prefer to follow the following codes due to their wide usage in the U.S.A. where the PEB industry designs, manufactures and erects over 250,000 preengineered steel buildings every year. It is Zamil Steel’s policy to comply with the latest issues, supplements or addenda of these codes. Zamil Steel follows universally accepted codes of practice in the analysis, design and fabrication of its pre-engineered buildings. Zamil Steel is familiar with and is capable of designing and fabricating in accordance with many accepted international codes including, but not limited to European Norms (EN), British Standards (BS), German Standards (DIN), Uniform Building Code (UBC), American National Standard Institute (ANSI). CHAPTER 3 : ENGINEERING PRACTICES Section 3.2 : Design Codes & Building Codes 1 of 1
57 CHAPTER 3 : ENGINEERING PRACTICES Section 3.3 : Design Loads 1 of 2 As a minimum requirement, a building must be designed to support its own dead load, a specified live load and a specified wind load. Other loads such as collateral loads, crane loads, seismic loads, mezzanine loads or thermal loads are considered only when specified by the customer. 1. Dead load is defined as the total weight of the building and its components. This includes main frames, purlins, girts, cladding, bracing, connections, etc. 2. Live load includes all loads that the structure is subjected to during erection, maintenance and usage throughout the life time of the structure. The live load is specified by the applicable building code for which the structure is designed. Unless otherwise specified, Zamil Steel designs buildings for a minimum roof live load of 0.57 kN/m2 as recommended in the 1986 Edition / 1990 Supplement of the “Low Rise Building Systems Manual” of the Metal Building Manufacturers Association (MBMA). 3. Snow load is the load resulting from the accumulation of snow on the roof. Snow loads depend on the geographic area where the building is located and the intensity of snow fall in that area. Snow load and roof live load should not be combined when considering vertical loads. 4. The application of wind load to a structure varies from one code of practice to another. For wind load design, Zamil Steel uses the “1996 Low Rise Building Systems Manual” of the Metal Building Manufacturers Association (MBMA). The concept is summarized as follows: A basic wind speed is specified from which a velocity pressure is calculated. This velocity pressure and a peak combined pressure coefficient are used to determine the design wind pressure according to the following equation: q = 2.456 x 10-5 V2 H2/7 , where q = velocity pressure in kilonewton per square meter (kN/m2 ). V = specified basic wind speed in kilometers per hour (km/h). H = mean roof height above ground in meters (m). (H must be greater than or equal to 4.6 m.) Note: Eave height may be used instead of mean roof height if roof slope is not greater than 10° (1.76:10). 5. Collateral load is the weight of additional materials permanently fixed to the building (other than the dead load and the live load of the building) such as fire sprinklers, mechanical systems, electrical systems, false ceilings, partitions, etc. 6. Crane load is calculated in accordance with Section 6 of the “1996 Low Rise Building Systems Manual” of the Metal Building Manufacturers Association (MBMA). Crane loads and their corresponding vertical, lateral and longitudinal impacts are applied in accordance with the above noted section. 7. Seismic load is caused by earthquake forces and is applied horizontally at the center of mass of the main structure. In pre-engineered buildings that do not contain heavy internal structural subsystems, such as mezzanines and crane systems, the horizontal seismic force is normally applied at the eave of these buildings.
58 CHAPTER 3 : ENGINEERING PRACTICES Section 3.3 : Design Loads 2 of 2 In pre-engineered buildings with mezzanines and/or crane systems, the horizontal seismic force resulting from each system will be applied at the center of mass of that system. The structure is designed and constructed to resist a minimum total lateral seismic force (assumed to act non-concurrently in the direction of each of the main axes of the structure) in accordance to the following formula: V = 0.14ZKW, where V = total lateral seismic force or shear at the base in kN. Z = numerical coefficient corresponding to the seismic zone in which structure is sited, 3/16 for zone 1, 3/8 for zone 2, 3/4 for zone 3 and 1.0 for zone 4. K = 1.0 for a moment resisting frame. (This typically applies to pre-engineered buildings) = 1.33 for a braced frame or shear wall. W = total dead load, including collateral loads and partitions, and a portion of the building live load specified by the code according to the usage classification of the building. For more information, consult the “1996 Low Rise Building Systems Manual” of the Metal Building Manufacturers Association (MBMA). 8. Mezzanine load is the dead load of the mezzanine framing, including all finishes, in addition to the live load applied on the mezzanine according to its occupancy and usage classification. Where mezzanine live loads are not specified by the customer, the live loads shall be as recommended in Table 8.1 of the “1996 Low Rise Building Systems Manual” of the Metal Building Manufacturers Association (MBMA). “Some most frequently used mezzanine live loads are listed in section 3.5. Typical dead loads are listed in section 3.6. When partitions are installed on a mezzanine, it is important to specify their type, weight and exact location. 9. Thermal load is the load introduced into structural members as a result of temperature variations. Thermal loads increase the unit stresses in the members. This increase in unit stress is calculated from the following formula: Changes in unit stress = E e t, where E = Modulus of elasticity of steel = 20340 kN/cm2 e = Coefficient of thermal expansion = 0.0000117 for each degree Celsius t = Difference in temperature in degrees Celsius.
59 CHAPTER 3 : ENGINEERING PRACTICES Section 3.4 : Collateral Loads 1 of 1 Collateral loads can be uniformly distributed or concentrated. Collateral loads result from permanent installations inside the building that are planned and used to provide the functions of the building such as false ceiling, lighting, ventilation, AC ducting, piping, electrical installation, etc. It is recommended to plan the connection of such installations so that they result in uniformly distributed loads and minimize the concentrated loads. This is due to the fact that Description Uniform Load (kN/m2 ) Suspended ceiling (framing and tiles) 0.05 Roof metal liner panel 0.05 Heating / air conditioning ducting 0.10 Lighting 0.05 Fire sprinkler system 0.15 distributed loads impose a more uniform effect on frames, and thereby provides greater flexibility in locating points of suspension. The most common collateral loads normally applied to pre-engineered steel building are:
60 CHAPTER 3 : ENGINEERING PRACTICES Section 3.5 : Mezzanine Live Loads 1 of 1 Type of Building Type of Occupancy Live Load (kN/m2) With Fixed Seats 2.50 Assembly Halls With Movable Seats 5.00 Stage Floor 7.50 Gymnasiums Main Floor 5.00 Libraries Reading Rooms 3.00 Stack Rooms 7.50 Light 5.00 Manufacturing Facilities Heavy 7.50 Maintenance Platforms 3.00 Offices 2.50 Office Buildings Lobbies 5.00 Computer Rooms 5.00 Corridors above first floor 4.00 Class Rooms 2.00 Schools Corridors 4.00 Recreation Rooms 3.75 Warehouses Light 6.25 Heavy 12.50 Shopping Stores Retail 3.75 Wholesale 5.00 Stairs and Exitways 5.00 In the absence of actual load data, the following live loads, extracted from Table 8.1 of the “1996 Low Rise Building Systems Manual” of MBMA, are assumed by Zamil Steel when designing mezzanine structures:
61 CHAPTER 3 : ENGINEERING PRACTICES Section 3.6 : Building Material Weights 1 of 1 Category Material Weight (kg/m2 ) Terrazzo tile 25 mm thick 65 Ceramic or quarry tile 20 mm thick 50 Floors Linoleum or vinyl 6 mm thick 5 Mastic 20 mm thick 45 Hardwood 20 mm thick 18 Softwood 20 mm thick 12.5 75 mm thick 85 100 mm thick 90 Clay tile 150 mm thick 140 200 mm thick 170 250 mm thick 200 Partitions 50 mm thick 47.5 75 mm thick 52.5 Gypsum board 100 mm thick 62.5 125 mm thick 70 150 mm thick 92.5 3-ply ready roofing 5 Built-up 3-ply felt and gravel 27.5 5-ply felt and gravel 30 Wood 10 Shingles Asphalt 15 Clay tile 45 - 70 Roofs Slate (6 mm thick) 50 Sheathing Wood (20 mm thick) 15 Gypsum (25 mm thick) 20 Insulation Loose 2.5 (per 25 mm thickness) Poured-in-place 10 Rigid 7.5 100 mm thick 200 Bricks 200 mm thick 400 300 mm thick 600 100 mm thick 150 Hollow concrete block 150 mm thick 215 (heavy aggregate) 200 mm thick 275 300 mm thick 400 100 mm thick 105 Hollow concrete block 150 mm thick 150 Walls (light aggregate) 200 mm thick 190 300 mm thick 275 100 mm thick 125 Clay tile 150 mm thick 150 Load Bearing 200 mm thick 165 300 mm thick 225 Plastering Cement 50 (25 mm thick) Gypsum 25 Stone (100 mm thick) 275 Structural glass (25 mm thick) 75 Corrugated asbestos (6 mm thick) 15 The weights of the most common building materials are given in the table below:
62 CHAPTER 3 : ENGINEERING PRACTICES Section 3.7 : Conversion Factors 1 of 2 Mile (mi) 1.609 kilometer (km) Yard (yd) 0.914 meter (m) 0.304 meter (m) Length 304.8 millimeter (mm) Inch (in) 25.4 millimeter (mm) Mil (mil) 25.4 microns (µm) Square mile (mi2 ) 2.590 square kilometer (km2 ) Acre (ar) 4047 square meter (m2 ) Area Square yard (yd2 ) 0.836 square meter (m2 ) Square foot (ft2 ) 0.093 square meter (m2 ) Square inch (in2 ) 645.2 square millimeter (mm2 ) Cubic yard (yd3) 0.765 cubic meter (m3) Cubic foot (ft3 ) 0.028 cubic meter (m3 ) Volume 16390 cubic millimeter (mm3) 16.39 milliliter (ml) U.S. gallon (gal) 3.785 liters (l) Foot per second (ft/s) 0.305 meter per second (m/s) Velocity, Speed Mile per hour (mi/h) 1.609 kilometer per hour (km/h) 0.447 meter per second (m/s) 0.907 metric ton (M.T.) Mass 907.2 kilogram (kg) Pound (lb) 0.454 kilogram (kg) Ounce (oz) 28.35 gram (g) Foot (ft) Cubic inch (in3 ) Short ton (2000 lb) The table below contains some of the most commonly used conversion factors.
63 CHAPTER 3 : ENGINEERING PRACTICES Section 3.7 : Conversion Factors 2 of 2 Pressure Pound per square foot (lb/ft2 ) 4.883 kilogram per square meter (kg/m2 ) 47.88 newton per square meter (N/m2 ) Density Pound per cubic foot (lb/ft3 ) 16.02 kilogram per cubic meter (kg/m3 ) Ton per cubic yard (ton/yd3 ) 1.187 metric ton per cubic meter (M.T./m3) Ton-force (tonf) 8.896 kilonewton (kN) Force KIPS (KIP) 4.448 kilonewton (kN) Pound-force (lbf) 4.448 newton (N) Pound-force-foot (lbf.ft) 1.356 newton-meter (N.m) Moment or Torque Pound-force-inch (lbf.in) 0.113 newton-meter (N.m) KIPS-foot (KIP.ft) 1.356 kilonewton-meter (kN.m) Force per Unit Length Pound per foot (lb/ft) 14.59 newton per meter (N/m) Stress KIPS per square inch (ksi) 0.690 kilonewton per square centimeter (kN/cm2 ) Work, Energy & Heat British thermal unit (Btu) 1055 joules (J) Pound-foot (lbf.ft) 1.356 joules (J) Heat Transfer British thermal unit per square foot 5.678 watt per square meter kelvin (W/m2 .K) hour degree fahrenheit (Btu/ft2 hr.°F) Thermal Conductivity British thermal unit per foot hour 1.731 watt per meter kelvin (W/m.K) degree fahrenheit (Btu/ft. hr.°F)
64 Deflection Structural Member Deflection Limitation Load Combination 1 Main frame rafters Span/ 180 Dead + Live 2 Roof purlins Span/ 180 Dead + Live 3 Mezzanine beams and joists Span/ 240 Dead + Live 4 Top running crane (TRC) beams Span/ 600 Dead + Crane 5 Underhung crane (UHC) beams Span/ 500 Dead + Crane Vertical 6 Monorail crane (MR) beams Span/ 500 Dead + Crane Deflection 7 Relative deflection of adjacent frames at point of support of Bay/225 Crane only UHC or MR beam. 8 Relative deflection of UHC beams supported by the same frame. Crane span/ 500 Crane only 9 Rigid frame rafters supporting UHC or MR beams running Bldg. span/ 500 Crane only laterally in the building. 1 Main frame columns with eave height (EH) up to 9.0 m Eave height/45 Dead + Wind 2 Main frames supporting top Lateral running cranes (TRC) or Eave height/60 All Deflection underhung cranes (UHC) 3 Wall girts Span/ 120 Wind only 4 Endwall wind columns Span/ 120 Wind only 5 Portal frames Eave height/45 Wind only CHAPTER 3 : ENGINEERING PRACTICES Section 3.8 : Deflection Criteria 1 of 1 Standard codes of practice do not establish clear or rigid criteria for limiting the deflection of structural members, this decision is left to the judgment of the professional design engineer. Zamil Steel, based upon its extensive building design experience, has adopted a conservative policy for defining deflection criteria. The following table specifies the deflection limitations used by Zamil Steel for the various structural members used in Zamil Steel buildings.
65 The Engineering Department produces the documents required for the approval, fabrication and erection of the building. The Engineering Department can provide those documents in a printed format or in electronic format (computer files or CD-ROM) upon the customer request. Engineering output consists of the following : • Approval drawings (optional) • Design calculations • Anchor bolt plans • Erection drawings • Shop details • Bill of materials (BOM) Shop details are internal documents intended for Zamil Steel factory use only and are not circulated outside Zamil Steel. CHAPTER 3 : ENGINEERING PRACTICES Section 3.9 : Engineering Output 1 of 2 Approval Drawings (Optional) Approval Drawings (Optional) The approval drawings package consists of the following (for each building) : • Anchor bolt plan • Frame cross-section • Roof and wall framing • Roof and wall elevations • Location of building accessories • Important notes Approval drawings shall be submitted upon request. If approval drawings are requested, fabrication shall not start until one set of the approval drawings has been signed by the customer or his representative “Approved As Is” or “Approved As Noted” and returned to Zamil Steel. The customer is responsible to check all information thoroughly and add his
66 CHAPTER 3 : ENGINEERING PRACTICES Section 3.9 : Engineering Output 2 of 2 comments (if any) on the drawings. Notes on the returned approval drawings must be specific and legible. Non specific and open ended remarks such as “what”, “why”, question marks, exclamation marks, etc. should be avoided as they do not contribute to the resolution of the intended query. When the customer’s notes are accepted by Zamil Steel, the approval package becomes binding on both parties. Waiver of approval drawings for simple buildings expedites the fabrication and delivery of the building(s). Approval drawings should not be used for construction or for civil works design. Design Calculations Design calculations consist of the structural analysis and design of all the primary and secondary structural members of a building and are submitted only when specifically requested by the customer. Design calculations are intended for reference only; customer approval of design calculations is not required by Zamil Steel. Anchor Bolt Plans Anchor bolt plans are submitted after all technical matters are finalized. They are “Issued For Construction” drawings and are intended to enable the customer to proceed with civil work foundations in preparation for the delivery of the pre-engineered steel building. Anchor bolt plans are put in erection drawings Anchor bolt plans contain : • Size and quantity of anchor bolts and their exact location. • Dimensions of all column bases. • Column reactions for all main and secondary columns. • Door (sliding, roll up, personnel, etc.) fixing details. • Recommended drainage outlet locations. During the execution of civil works, anchor bolt plans must be fully complied with to avoid fitting problems during erection. Erection Drawings Erection drawings are final “Issued For Construction” drawings. They show the installed locations of every component of a building. Erection drawings identify the part marks (usually factory stamped on the steel members) of all the components of the pre-engineered building. Like anchor bolts plans, erection drawings must be followed precisely by the erector in order to result in a quality building. Bill of Materials (BOM) Bill of Materials (BOM) This is a list of all the components used in a building and their respective quantities. It is used to verify the quantities received in the delivery packing lists and corresponds to the quantities shown on the erection drawings.
67 CHAPTER 3 : ENGINEERING PRACTICES Section 3.10 : Building Design Certification 1 of 1 Often a government building authority requires the buyer of a pre-engineered steel building to furnish a building design certificate to attest the design adequacy of the steel building. Zamil Steel can furnish such a certification, signed and stamped by a U.S. registered professional engineer, at no cost to the buyer. An example of a Building Design Certification is shown below.
68 CHAPTER 3 : ENGINEERING PRACTICES Section 3.9 : Building Design Certification 3 of 3
STANDARD STRUCTURAL STRUCTURAL STRUCTURAL SYSTEMS SYSTEMS CHAPTER4
70 4. Standard Structural Systems Standard Structural Systems 4.1 General ............................................................................71 4.2 Clear Span Buildings .....................................................72 4.3 Multi-Span Buildings ......................................................74 4.4 Space Saver Buildings ...................................................77 4.5 Lean-To Buildings ..........................................................78
71 CHAPTER 4 : STANDARD STRUCTURAL SYSTEMS Section 4.1 : General 1 of 1 In this Chapter the term “standard” refers to the most common and most economical structural systems supplied by Zamil Steel. More than 80% of the pre-engineered steel buildings supplied by Zamil Steel utilize one of the standard structural systems mentioned in this chapter. The other 20% utilize the “other” structural systems described in chapter 5. This section contains information in the form of standard building widths, frame clearance dimensions, design live load, design wind speed, column reactions, and anchor bolt setting plans, that is useful to specifiers. Although this section pertains specifically to the standard buildings shown, this information may also serve as a guide to nonstandard conditions. Zamil Steel can, and often does, supply nonstandard, “custom” buildings without additional charges for engineering. Non-standard buildings differ from standard structural systems in that they can have non-standard design loads, building widths, bay lengths, roof slopes, eave heights, module sizes etc. For these special conditions, it is advisable that you seek the advice of a Zamil Steel representative or a Zamil Steel certified builder for the most economical framing system for your building prior to specifying the basic parameters of a building. Experience has demonstrated that consultation with a Zamil Steel representative prior to fixing the parameters of a building often results in overall building supply savings that range from 5% to 20%. Design Loads Zamil Steel standard design loads are: • Live load (LL) = 0.57 kN/m2 • Wind speed (WL) = 130 km/h It is the responsibility of the buyer to provide Zamil Steel with the wind speed applicable to a particular project as wind speed varies drastically from area to area. Zamil Steel will not design a building for a wind speed that is lower than 110 km/h. Bay Length A bay length of 7.5 m is used in this chapter because it is the most economical in most PEB applications. However, 9 m bay lengths are gaining popularity and acceptance because longer bays often result in savings to the overall project cost as their use results in lower foundation costs (fewer rigid frames translates into fewer footings). When bay lengths greater than 9 m are required, jack beams or open web joists are used. These permit bay lengths of up to 18 m. Eave Height Eave Height The eave heights noted in this chapter are the most common. Eave heights as high as 30 m can be accommodated. Consult your Zamil Steel representative for advice.
72 L B 10 1 EAVE HEIGHT BUILDING WIDTH (OUT TO OUT OF STEEL) A C OF SYMMETRY CHAPTER 4 : STANDARD STRUCTURAL SYSTEMS Section 4.2 : Clear Span Buildings 1 of 2 BUILDING EAVE MINIMUM WIDTH HEIGHT CLEARANCE (mm) (mm) (mm) A B 4000 3470 10940 12000 6000 5470 10940 8000 7340 10540 4000 3380 13740 15000 6000 5380 13740 8000 7340 13540 4000 3250 16538 18000 6000 5250 16538 8000 7250 16538 4000 3200 19338 21000 6000 5200 19338 8000 7200 19338 4000 3160 22138 24000 6000 5160 22138 8000 7160 22138 COLUMN REACTIONS (kN) DL + LL DL + WL VL = VR (+)HL = (-)HR VL HL VR HR 35 15 -20 -15 -15 -5 35 10 -25 -15 -10 -15 35 10 -35 -20 -10 -20 40 25 -25 -20 -15 5 45 15 -30 -20 -15 -5 45 10 -35 -20 -15 -15 50 35 -30 -25 -20 10 50 25 -35 -25 -20 -5 50 15 -40 -25 -20 -10 60 55 -30 -30 -25 20 60 30 -40 -25 -25 5 60 25 -45 -30 -25 -10 70 70 -35 -40 -25 30 70 50 -45 -35 -30 15 70 35 -50 -35 -30 -5 HL HR DL + WL VL VR HL HR DL + LL VL VR 240 120 220 120 50 50 15 STEEL LIN E SIDEW ALL 200 CROSS SECTION COLUMN BASE PLAN COLUMN REACTIONS DIAGRAM NOTES : 1. THE POSITIVE DIRECTION OF LOADS AND REACTIONS IS INDICATED BY THE DIRECTION OF THE ARROWS. 2. ALL DATA ON THIS PAGE IS DERIVED FROM THE FOLLOWING : • DEAD LOAD (DL) = 0.10 kN/m2 • LIVE LOAD (LL) = 0.57 kN/m2 • WIND SPEED = 130 km/h • BAY LENGTH = 7.5 m 3. “WL” IS THE WIND LOAD RESULTING FROM THE SPECIFIED WIND SPEED. WIND LOAD IS APPLIED IN ACCORDANCE WITH MBMA 1996 MANUAL. 4. TO CALCULATE COLUMN REACTIONS FOR OTHER BAY LENGTHS, APPLY THE FOLLOWING MULTIPLIER FACTOR : • 6 m BAY = 0.80 • 9 m BAY = 1.25 NOTE : FOR BAY LENGTHS GREATER THAN 9 m, CONSULT A ZAMIL STEEL REPRESENTATIVE. 5. V = VERTICAL REACTIONS H = HORIZONTAL REACTIONS L = LEFT COLUMN R = RIGHT COLUMN 6. CLEARANCES SHOWN BELOW MAY VARY SLIGHTLY FOR 6 m AND 9 m BAYS.
73 CHAPTER 4 : STANDARD STRUCTURAL SYSTEMS Section 4.2 : Clear Span Buildings 2 of 2 BUILDING EAVE MINIMUM WIDTH HEIGHT CLEARANCE (mm) (mm) (mm) A B 4000 3060 27934 30000 6000 5060 27734 8000 7060 27734 36000 6000 4880 33530 8000 6880 33530 42000 6000 4880 39134 8000 6880 39134 48000 6000 4700 44930 8000 6700 44930 54000 6000 4700 51126 8000 6700 50726 60000 6000 4690 56530 8000 6690 56526 COLUMN REACTIONS (kN) DL + LL DL + WL VL = VR (+)HL = (-)HR VL HL VR HR 85 110 -45 -55 -30 45 85 75 -50 -50 -35 30 85 60 -55 -45 -35 15 105 115 -60 -65 -40 -45 105 90 -65 -60 -45 -35 125 155 -65 -80 -45 -65 125 120 -70 -75 -50 -50 145 200 -70 -100 -50 80 145 155 -80 -90 -55 65 165 250 -80 -115 -55 100 165 195 -85 -105 -60 80 185 310 -80 -130 -55 115 190 245 -90 -120 -60 95 L B 10 1 EAVE HEIGHT BUILDING WIDTH (OUT TO OUT OF STEEL) A C OF SYMMETRY HL HR DL + WL VL VR HL HR DL + LL VL VR 22050 FOR 30 & 36 METER BUILDING WIDTHS 50 15 SIDEW ALL STEEL LIN E 200 120 110 120 350 FOR 42 , 48 , 54, & 60 METER BUILDING WIDTHS 22050 50 FOR BUILDING WIDTHS 42 & 48 METER FOR BUILDING WIDTHS 54 & 60 METER 110 560 460 120 200 110 STEEL LIN E SIDEW ALL 15 CROSS SECTION COLUMN BASE PLAN COLUMN BASE PLAN COLUMN REACTIONS DIAGRAM NOTES : 1. THE POSITIVE DIRECTION OF LOADS AND REACTIONS IS INDICATED BY THE DIRECTION OF THE ARROWS. 2. ALL DATA ON THIS PAGE IS DERIVED FROM THE FOLLOWING : • DEAD LOAD (DL) = 0.10 kN/m2 • LIVE LOAD (LL) = 0.57 kN/m2 • WIND SPEED = 130 km/h • BAY LENGTH = 7.5 m 3. “WL” IS THE WIND LOAD RESULTING FROM THE SPECIFIED WIND SPEED. WIND LOAD IS APPLIED IN ACCORDANCE WITH MBMA 1996 MANUAL. 4. TO CALCULATE COLUMN REACTIONS FOR OTHER BAY LENGTHS, APPLY THE FOLLOWING MULTIPLIER FACTOR : • 6 m BAY = 0.80 • 9 m BAY = 1.25 NOTE : FOR BAY LENGTHS GREATER THAN 9 m, CONSULT A ZAMIL STEEL REPRESENTATIVE. 5. V = VERTICAL REACTIONS H = HORIZONTAL REACTIONS L = LEFT COLUMN R = RIGHT COLUMN 6. CLEARANCES SHOWN BELOW MAY VARY SLIGHTLY FOR 6 m AND 9 m BAYS.
74 CHAPTER 4 : STANDARD STRUCTURAL SYSTEMS Section 4.3 : Multi-Span I Buildings (One Interior Column) 1 of 3 BUILDING EAVE MINIMUM WIDTH HEIGHT CLEARANCE (mm) (mm) (mm) ABC 4000 3520 4384 11370 24000 6000 5520 6384 11370 8000 7340 8384 11170 4000 3430 4682 14370 30000 6000 5430 6682 14370 8000 7340 8684 14170 36000 6000 5340 6881 17170 8000 7340 8881 17170 42000 6000 5340 7079 20169 8000 7340 9079 20170 48000 6000 5250 7375 22969 8000 7250 9375 22969 COLUMN REACTIONS (kN) DL + LL DL + WL VL = VR HL = HR V1 VL HL V1 VR HR 30 10 80 -20 -10 -40 -10 -5 30 5 80 -25 -15 -45 -10 -10 30 5 80 -30 -20 -45 -10 20 35 15 95 -25 -15 -45 -15 5 35 10 100 -30 -15 -55 -15 -10 40 10 100 -35 -20 -55 -15 -15 45 20 110 -35 -20 -60 -20 -5 45 10 110 -40 -20 -70 -15 -15 55 25 130 -40 -20 -70 -20 55 5 15 140 -45 -25 -80 -20 -10 65 45 140 -45 -30 -70 -25 15 65 30 145 -50 -30 -80 -25 -5 SPAN BUILDING WIDTH (OUT TO OUT OF STEEL) EAVE HEIGHT 10 C OF SYMMETRY L A 1 C B VL DL + LL VL HL V1 V2 VR HR HL DL + WL V1 HR V2 VR FOR 24 & 30 METER BUILDING WIDTHS 240 120 220 120 50 50 15 STEEL LIN E SIDEW ALL 200 22050 FOR 36, 42 & 48 METER BUILDING WIDTH S 50 15 SIDEW ALL STEEL LIN E 200 120 110 120 350 50 220 50 340 35 135 135 35 CROSS SECTION COLUMN BASE PLAN COLUMN REACTIONS DIAGRAM COLUMN BASE PLAN INTERIOR COLUMN BASE PLAN NOTES : 1. THE POSITIVE DIRECTION OF LOADS AND REACTIONS IS INDICATED BY THE DIRECTION OF THE ARROWS. 2. ALL DATA ON THIS PAGE IS DERIVED FROM THE FOLLOWING : • DEAD LOAD (DL) = 0.10 kN/m2 • LIVE LOAD (LL) = 0.57 kN/m2 • WIND SPEED = 130 km/h • BAY LENGTH = 7.5 m 3. “WL” IS THE WIND LOAD RESULTING FROM THE SPECIFIED WIND SPEED. WIND LOAD IS APPLIED IN ACCORDANCE WITH MBMA 1996 MANUAL. 4. TO CALCULATE COLUMN REACTIONS FOR OTHER BAY LENGTHS, APPLY THE FOLLOWING MULTIPLIER FACTOR : • 6 m BAY = 0.80 • 9 m BAY = 1.25 NOTE : FOR BAY LENGTHS GREATER THAN 9 m, CONSULT A ZAMIL STEEL REPRESENTATIVE. 5. V = VERTICAL REACTIONS H = HORIZONTAL REACTIONS L = LEFT COLUMN R = RIGHT COLUMN 6. CLEARANCES SHOWN BELOW MAY VARY SLIGHTLY FOR 6 m AND 9 m BAYS.
75 BUILDING EAVE MINIMUM WIDTH HEIGHT CLEARANCE (mm) (mm) (mm) ABCD 4000 3520 4633 11370 11800 36000 6000 5520 6633 11370 11800 8000 7340 8633 11170 11800 4000 3340 4782 14170 14800 45000 6000 5340 6782 14170 14800 8000 7340 8782 14170 14800 54000 6000 5250 6980 17169 17800 8000 7250 8980 17169 17800 63000 6000 5250 7276 20069 20800 8000 7250 9276 20069 20800 72000 6000 5070 7572 23069 23800 8000 7070 9572 23069 23800 CHAPTER 4 : STANDARD STRUCTURAL SYSTEMS Section 4.3 : Multi-Span II Buildings (Two Interior Columns) 2 of 3 COLUMN REACTIONS (kN) DL + LL DL + WL VL=VR HL=HR V1=V2 VL HL V1 V2 VR HR 35 15 70 -20 -15 -45 -25 -15 -5 30 10 70 -25 -15 -45 -35 -15 -10 35 10 70 -30 -20 -45 -40 -10 -15 45 30 80 -30 -20 -55 -30 -20 10 40 20 85 -30 -20 -60 -35 -20 -5 40 15 85 -35 -20 -60 -45 -15 -15 50 20 100 -35 -20 -70 -40 -20 -5 50 15 105 -40 -25 -75 -50 -20 -10 60 35 115 -40 -25 -85 -45 -25 10 60 25 120 -45 -30 -90 -50 -25 -5 70 40 135 -45 -30 -95 -50 -30 15 70 25 140 -50 -30 -105 -60 -30 -5 SPAN BUILDING WIDTH (OUT TO OUT OF STEEL) EAVE HEIGHT 10 SPAN C OF SYMMETRY L A 1 C B D VL DL + LL VL HL V1 V2 VR HR HL DL + WL V1 HR V2 VR FOR 36 & 45 METER BUILDING WIDTHS 240 120 220 120 50 50 15 STEEL LIN E SIDEW ALL 200 22050 FOR 54, 63 & 72 METER BUILDING WIDTH S 50 15 SIDEW ALL STEEL LIN E 200 120 110 120 350 50 220 50 340 35 135 135 35 CROSS SECTION COLUMN BASE PLAN COLUMN REACTIONS DIAGRAM COLUMN BASE PLAN INTERIOR COLUMN BASE PLAN NOTES : 1. THE POSITIVE DIRECTION OF LOADS AND REACTIONS IS INDICATED BY THE DIRECTION OF THE ARROWS. 2. ALL DATA ON THIS PAGE IS DERIVED FROM THE FOLLOWING : • DEAD LOAD (DL) = 0.10 kN/m2 • LIVE LOAD (LL) = 0.57 kN/m2 • WIND SPEED = 130 km/h • BAY LENGTH = 7.5 m 3. “WL” IS THE WIND LOAD RESULTING FROM THE SPECIFIED WIND SPEED. WIND LOAD IS APPLIED IN ACCORDANCE WITH MBMA 1996 MANUAL. 4. TO CALCULATE COLUMN REACTIONS FOR OTHER BAY LENGTHS, APPLY THE FOLLOWING MULTIPLIER FACTOR : • 6 m BAY = 0.80 • 9 m BAY = 1.25 NOTE : FOR BAY LENGTHS GREATER THAN 9 m, CONSULT A ZAMIL STEEL REPRESENTATIVE. 5. V = VERTICAL REACTIONS H = HORIZONTAL REACTIONS L = LEFT COLUMN R = RIGHT COLUMN 6. CLEARANCES SHOWN BELOW MAY VARY SLIGHTLY FOR 6 m AND 9 m BAYS.
76 CHAPTER 4 : STANDARD STRUCTURAL SYSTEMS Section 4.3 : Multi-Span III Buildings (Three Interior Columns) 3 of 3 COLUMN REACTIONS (kN) DL + LL DL + WL VL=VR HL=HR V1=V3 V2 VL HL V1 V2 V3 VR HR 30 10 75 60 -20 -10 -50 -30 -25 -15 -5 30 10 75 60 -25 -15 -55 -35 -30 -10 -10 35 10 65 70 -30 -20 -50 -45 -35 -15 -15 40 20 90 70 -25 -15 -60 -35 -30 -15 5 40 15 95 75 -25 -15 -70 -40 -40 -15 -5 40 10 95 75 -30 -20 -75 -45 -45 -15 -15 45 20 115 85 -30 -20 -85 -45 -45 -20 -5 45 15 115 90 -35 -20 -90 -50 -55 -20 -10 55 25 130 105 -35 -20 -95 -55 -50 -25 5 55 15 130 105 -40 -20 -105 -60 -55 -25 -10 65 35 145 120 -40 -25 -110 -60 -50 -25 10 65 25 155 120 -45 -25 -120 -65 -60 -25 -5 BLDG. EAVE MINIMUM WIDTH HEIGHT CLEARANCE (mm) (mm) (mm) A B C D E 4000 3520 4484 5584 11370 11800 48000 6000 5520 6484 7584 11370 11800 8000 7340 8683 9584 11170 11800 4000 3430 4684 6184 14270 14800 60000 6000 5430 6684 8184 14270 14800 8000 7340 8682 10184 14270 14800 72000 6000 5340 6879 8784 17170 17800 8000 7340 8879 10784 17170 17800 84000 6000 5250 7175 9283 20169 20800 8000 7250 9175 11283 20169 20800 96000 6000 5160 7375 10185 22969 23800 8000 7160 9373 12185 23069 23800 SPAN C OF SYMMETRY SPAN BUILDING WIDTH (OUT TO OUT OF STEEL) EAVE HEIGHT 10 L A 1 D B E C V2 VL DL + LL VL HL V1 VR HR V3 HL V2 VR DL + WL V1 V3 HR FOR 48 & 60 METER BUILDING WIDTHS 240 120 220 120 50 50 15 STEEL LIN E SIDEW ALL 200 22050 FOR 72, 84 & 96 METER BUILDING WIDTH S 50 15 SIDEW ALL STEEL LIN E 200 120 110 120 350 50 220 50 340 35 135 135 35 CROSS SECTION COLUMN BASE PLAN COLUMN REACTIONS DIAGRAM COLUMN BASE PLAN INTERIOR COLUMN BASE PLAN NOTES : 1. THE POSITIVE DIRECTION OF LOADS AND REACTIONS IS INDICATED BY THE DIRECTION OF THE ARROWS. 2. ALL DATA ON THIS PAGE IS DERIVED FROM THE FOLLOWING : • DEAD LOAD (DL) = 0.10 kN/m2 • LIVE LOAD (LL) = 0.57 kN/m2 • WIND SPEED = 130 km/h • BAY LENGTH = 7.5 m 3. “WL” IS THE WIND LOAD RESULTING FROM THE SPECIFIED WIND SPEED. WIND LOAD IS APPLIED IN ACCORDANCE WITH MBMA 1996 MANUAL. 4. TO CALCULATE COLUMN REACTIONS FOR OTHER BAY LENGTHS, APPLY THE FOLLOWING MULTIPLIER FACTOR : • 6 m BAY = 0.80 • 9 m BAY = 1.25 NOTE : FOR BAY LENGTHS GREATER THAN 9 m, CONSULT A ZAMIL STEEL REPRESENTATIVE. 5. V = VERTICAL REACTIONS H = HORIZONTAL REACTIONS L = LEFT COLUMN R = RIGHT COLUMN 6. CLEARANCES SHOWN BELOW MAY VARY SLIGHTLY FOR 6 m AND 9 m BAYS.
77 VR HR VL DL + WL HL COLUMN REACTIONS DIAGRAM BUILDING EAVE MINIMUM WIDTH HEIGHT CLEARANCE (mm) (mm) (mm) A B 6000 4000 3590 5580 6000 5590 5380 9000 4000 3590 8580 6000 5590 8380 12000 4000 3590 11570 6000 5580 11380 15000 4000 3490 14370 6000 5490 14370 18000 4000 3480 17360 6000 5480 17360 CHAPTER 4 : STANDARD STRUCTURAL SYSTEMS Section 4.4 : Space Savers Buildings 1 of 1 COLUMN REACTIONS (kN) DL + LL DL + WL VL = VR (+)HL = (-)HR VL HL VR HR 20 5 -15 -10 -5 -10 20 5 -25 -15 5 -15 25 5 -20 -10 -10 -10 30 5 -25 -12 -5 -15 35 15 -20 -15 -15 -5 35 10 -30 -15 -10 -10 50 15 -25 -15 -15 5 45 10 -30 -15 -15 -10 50 25 -30 -20 -20 5 50 15 -35 -20 -20 -10 C OF SYMMETRY L 10 0.5 EAVE HEIGHT BUILDING WIDTH (OUT TO OUT OF STEEL) B A 200 100 50 SIDEW ALL STEEL LINE FOR 6 & 9 METER BUILDING WIDT H 50220 100 100 50 SIDEW ALL STEEL LINE 50 FOR 12, 15 & 18 METER BUILDING WID T 220 300 CROSS SECTION COLUMN BASE PLAN COLUMN BASE PLAN NOTES : 1. THE POSITIVE DIRECTION OF LOADS AND REACTIONS IS INDICATED BY THE DIRECTION OF THE ARROWS. 2. ALL DATA ON THIS PAGE IS DERIVED FROM THE FOLLOWING : • DEAD LOAD (DL) = 0.10 kN/m2 • LIVE LOAD (LL) = 0.57 kN/m2 • WIND SPEED = 130 km/h • BAY LENGTH = 7.5 m 3. “WL” IS THE WIND LOAD RESULTING FROM THE SPECIFIED WIND SPEED. WIND LOAD IS APPLIED IN ACCORDANCE WITH MBMA 1996 MANUAL. 4. TO CALCULATE COLUMN REACTIONS FOR OTHER BAY LENGTHS, APPLY THE FOLLOWING MULTIPLIER FACTOR : • 6 m BAY = 0.80 • 9 m BAY = 1.25 NOTE : FOR BAY LENGTHS GREATER THAN 9 m, CONSULT A ZAMIL STEEL REPRESENTATIVE. 5. V = VERTICAL REACTIONS H = HORIZONTAL REACTIONS L = LEFT COLUMN R = RIGHT COLUMN 6. CLEARANCES SHOWN BELOW MAY VARY SLIGHTLY FOR 6 m AND 9 m BAYS. VR HL HR VL DL + LL
78 CHAPTER 4 : STANDARD STRUCTURAL SYSTEMS Section 4.5 : Lean-To Buildings 1 of 1 COLUMN REACTIONS (kN) DL + LL DL + WLL DL + WLR VL=VR HL=HR VL HL VR HR VL HL VR HR 20 0 -10 -4 -15 2 -6 6 -6 8 20 0 -15 -4 -15 2 -8 8 -6 10 20 0 -15 -4 -15 -2 -8 8 -8 10 25 0 -20 -4 -20 2 -10 6 -10 8 25 0 -20 -4 -20 2 -10 8 -10 10 25 0 -20 -4 -20 2 -15 8 -10 15 35 0 -25 -4 -25 4 -15 6 -15 10 35 0 -25 -4 -25 4 -15 8 -15 10 35 0 -25 -4 -25 4 -15 8 -15 15 45 0 -25 -4 -30 6 -15 6 -15 10 45 0 -30 -4 -30 6 -15 6 -15 15 45 0 -30 -4 -30 6 -20 8 -20 15 BUILDING EAVE MINIMUM WIDTH HEIGHT CLEARANCE (mm) (mm) (mm) A B 4000 3580 5590 6000 5000 4580 5590 6000 5580 5590 4000 3580 8590 9000 5000 4580 8590 6000 5580 8590 4000 3580 11590 12000 5000 4580 11590 6000 5580 11590 4000 3480 14590 15000 5000 4480 14590 6000 5480 14590 BUILDING WIDTH (OUT TO OUT OF STEEL) EAVE HEIGHT BUILDING MAIN A 10 1 B HR VR HR VR HL VL DL + LL VL HL DL + WLL HR VR VL HL DL + WLR 22050 50 STEEL LIN E SIDEW ALL 100 100 200 CROSS SECTION COLUMN BASE PLAN COLUMN REACTIONS DIAGRAM NOTES : 1. THE POSITIVE DIRECTION OF LOADS AND REACTIONS IS INDICATED BY THE DIRECTION OF THE ARROWS. 2. ALL DATA ON THIS PAGE IS DERIVED FROM THE FOLLOWING : • DEAD LOAD (DL) = 0.10 kN/m2 • LIVE LOAD (LL) = 0.57 kN/m2 • WIND SPEED = 130 km/h • BAY LENGTH = 7.5 m 3. “WL” IS THE WIND LOAD RESULTING FROM THE SPECIFIED WIND SPEED. WIND LOAD IS APPLIED IN ACCORDANCE WITH MBMA 1996 MANUAL. 4. TO CALCULATE COLUMN REACTIONS FOR OTHER BAY LENGTHS, APPLY THE FOLLOWING MULTIPLIER FACTOR : • 6 m BAY = 0.80 • 9 m BAY = 1.25 NOTE : FOR BAY LENGTHS GREATER THAN 9 m, CONSULT A ZAMIL STEEL REPRESENTATIVE. 5. V = VERTICAL REACTIONS H = HORIZONTAL REACTIONS L = LEFT COLUMN R = RIGHT COLUMN WLL = WIND LOAD FROM LEFT WLR = WIND LOAD FROM RIGHT 6. CLEARANCES SHOWN BELOW MAY VARY SLIGHTLY FOR 6 m AND 9 m BAYS.
OTHER STRUCTURAL STRUCTURAL STRUCTURAL SYSTEMS SYSTEMS CHAPTER5
80 5. Other Structural Systems Other Structural Systems 5.1 General ............................................................................81 5.2 Single Slope Buildings...................................................82 5.3 Multi-Gable Buildings.....................................................84 5.4 Roof System Buildings ..................................................87 5.5 Flat Roof Buildings.........................................................90 5.6 Low Rise Buildings ........................................................93
81 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.1 : General 1 of 1 The term “other” in this chapter is not to be understood to mean less important. The structural systems described in this chapter are viable and practical in many applications; But because they constitute less than 20% of end-user applications, it is not necessary to include a comprehensive set of standard details for them in this manual. If your building requirements cannot be satisfied using the more economical standard structural systems that are presented in Chapter 4, be assured that Zamil Steel has the engineering capability and the experience to supply you with any of the following alternative building systems: • Single Slope (SS) buildings • Multi-Gable (MG) buildings • Roof System (RS) buildings • Flat Roof (FR) buildings • Low Rise (LR) buildings As the intention of this chapter is to make you aware of the existence of these alternative structural systems, only the basic concept of the above building systems is demonstrated here. Like all our structural systems, the structural systems in this chapter can be customized to meet your unique requirements.
82 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.2 : Single Slope Buildings 1 of 2 Single Slope (SS) buildings are economical in spans that are less than 12 meters. The most common conditions for using Single Slope buildings are: • Whenever rain water drainage is required to be along one sidewall of the building only. • When a new Single Slope building is added directly adjacent to an existing building and the designer is required to avoid: • the creation of a valley condition along the connection of both buildings that will result in an expensive water drainage system. • the imposition of additional loads on the columns of the existing building. • the imposition of additional loads on the foundations of the existing building. For buildings wider than 12 m, it is common to specify a gable roof from economic, as well as aesthetic, considerations. Single Slope buildings may be either Clear Spans or Multi-Spans. A common application of Single Slope buildings are demountable buildings such as those used for site offices or camp accommodations. These are typically 3.6 m wide, 12 m long with a 2.4 m eave height at the lower side.
83 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.2 : Single Slope Buildings 2 of 2 EAVE STRUT SELF DRILLING FASTENERS W/ (2)-SD5-5.5 x 57 FIXED TO ROOF PANEL GUTTER STRAP AND W/ POP RIVETS SL2-4.8 x 20 FASTENER SELF DRILLING DOWNSPOUT TO GUTTER EAVE GUTTER ROOF PANEL R.F. RAFTE R SIDEWALL PANEL R.F. RAFTER ROOF PANEL SELF DRILLIN G W/SD5-5.5 x 25 EAVE STRUT EAVE STRUT SIDEWALL EAVE TRIM FASTENERS PANEL CLIP OUTSIDE FOAM CLOSURE B R.F. RAFTER FLANGE BRACE R.F. COLUMN FINISHED FLOOR LEVEL A DETAIL-A DETAIL-B SECTION : CLEAR SPAN SINGLE SLOPE SECTION : MULTI-SPAN SINGLE SLOPE WITH TWO SPANS SECTION : MULTI-SPAN SINGLE SLOPE WITH THREE SPANS SECTION : MULTI-SPAN SINGLE SLOPE WITH FOUR SPANS
84 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.3 : Multi-Gable Buildings 1 of 3 Multi-Gable (MG) buildings consist of two or more gable buildings sharing common sidewall columns. Although Multi-Gable buildings are commonly used in many regions of the world, Zamil Steel recommends the use of Multi-Span buildings in lieu of Multi-Gable buildings because of the following practical reasons: • The valley between gables requires frequent maintenance to prevent accumulation of residue such as sand, etc. that must be removed frequently. • Access to valley gutters for cleaning is more cumbersome than accessing eave gutters. This access requires maintenance traffic on the roof, risking sheeting deterioration or damage. • Risk of overflow of rainwater at valley during periods of extremely heavy rain (especially when the valley gutter between the buildings has not been maintained periodically). • In long Multi-Gable buildings, interior downspouts have to be provided inside the buildings with horizontal drain pipes or concrete channels embedded in the concrete along the length of the buildings, under each valley gutter, to carry the water from the roof to an exterior location. The construction of such a water draining system is expensive and risky since blockage of these pipes can cause flooding inside the building. • Wind bracing design for Multi-Gable buildings requires the provision of wind bracing members between the interior columns of the buildings. This bracing arrangement restricts interior movement and ease of access across the building. However, Multi-Gable buildings have the advantage of reducing the height of the building ridge (peak) for very wide buildings. Multi-Gable buildings may be either Clear Spans or Multi-Spans.
85 DRAINAGE PIPE (NOT BY ZAMIL STEEL) TOP OF FINISHED FLOOR LEVEL PVC PIPE DOWNSPOUT (NOT BY ZAMIL STEEL) FIBERGLASS OUTLET (FIELD LOCATE OUTLET HOLES) VALLEY GUTTER ROOF PANEL INSIDE FOAM CLOSURE FLOWABLE MASTIC (NOT BY ZAMIL STEEL) COLLECTION PIT CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.3 : Multi–Gable Buildings 2 of 3 R.F. COLUMN RAFTER FINISHED FLOOR LEVEL INTERIOR COLUMN A SD5-5.5 x 25 C-SECTION OR Z-SECTION PURLIN RIGID FRAME SELF DRILLING FASTENER CLOSURE COLUMN RIGID FRAME ROOF PANEL INSIDE FOAM VALLEY GUTTER RAFTER CROSS SECTION : MULTI-GABLE BUILDING WITH TWO CLEAR SPANS CROSS SECTION : MULTI-GABLE BUILDING WITH THREE CLEAR SPANS CROSS SECTION : MULTI-GABLE BUILDING WITH FOUR CLEAR SPANS DETAIL-A : TYPICAL DETAIL AT VALLEY DETAIL : RECOMMENDED INTERIOR DRAINAGE ARRANGEMENT
86 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.3 : Multi-Gable Buildings 3 of 3 CROSS SECTION : MULTI-GABLE BLDG. WITH TWO GABLES EACH W/ TWO SPANS CROSS SECTION : MULTI-GABLE BLDG. WITH TWO GABLES EACH W/ THREE SPANS CROSS SECTION : MULTI-GABLE BLDG. WITH THREE GABLES EACH W/ THREE SPANS CROSS SECTION : MULTI-GABLE BLDG. WITH FOUR GABLES EACH W/ FOUR SPANS
87 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.4 : Roof System Buildings 1 of 3 A Roof System consists of roof rafters, purlins and sheeting specifically designed to install onto a planned or an existing substructure. The substructure is normally made of concrete or masonry. When Zamil Steel supplies a Roof System it assumes that the supporting substructure was designed by a professional engineer and can withstand the load reactions resulting from the Zamil Steel Roof System. The customer’s engineer must also ensure that his substructure is able to physically accommodate the required Zamil Steel anchor bolts and that the substructure is designed for the proper transfer of loads from the Roof System to the foundation. Potential problems encountered in Roof Systems arise from not having square and accurate concrete dimensions (at rafter connection elevations) during the construction process. The tolerances required for proper anchor bolts setting (± 5 mm) demand extreme care. Close attention must be given to the interface between the concrete structure and the steel sheeting surface. Irregularities and height variations in the concrete may contribute to building leakage problems later. A Roof System is generally not economical when compared to a complete pre-engineered building especially for intermediate and large spans. This is due to the fact that the rigid frame action of a preengineered steel building distributes stresses optimally throughout the frame resulting in a lighter and more economical overall structure. In a Roof System, stresses are concentrated at the midspan of the roof rafter requiring heavier rafters. Because of the application-specific requirements for this type of construction, it is difficult to create true “standards” for Roof Systems. The details on the following pages illustrate only the most common conditions typical to a Zamil Steel Roof System. “It is to be noted that wherever “building width” or “building length” is used, it refers to the structural system supplied by Zamil Steel and not to the substructure.
88 TYPICAL ROOF PURLINS EAVE STRUT ENDW ALL RAFTER R. F. RAFTER B BUILDING WIDTH AT ROOF (OUT TO OUT OF STEEL FLASHING) A R. F. RAFTER R. F. RAFTER BUILDING LENGTH AT ROOF (OUT TO OUT OF STEEL FLASHING) ENDW ALL RAFTER CL R. F. RAFTER CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.4 : Roof System Buildings 2 of 3 BLOCKWALL ENDWALL RAFTER W/ EXPANSION ANCHOR TO BLOCKWALL (NOT BY ZAMIL STEEL) PURLIN CLOSURE TRIM FLOWABLE MASTIC MASONRY NAIL (BY ERECTOR) ROOF FLASHING TRIM ROOF PANEL PLAN : ROOF FRAMING SECTION-A
89 (BY ERECTOR) MASONRY NAIL FLOWABLE MASTIC CLOSURE TRIM VALLEY GUTTER INSIDE FOAM CLOSURE CONCRETE COLUMN ANCHOR BOLTS EAVE STRUT (NOT BY ZAMIL STEEL) ROOF PANEL R.F. RAFTER (NOT BY ZAMIL STEEL) BLOCKWALL CONCRETE COLUMN (NOT BY ZAMIL STEEL) ANCHOR BOLTS EAVE STRUT R.F. RAFTER (BY ERECTOR) MASONRY NAIL FLOWABLE MASTIC CLOSURE TRIM VALLEY GUTTER INSIDE FOAM CLOSURE ROOF PANEL (NOT BY ZAMIL STEEL) BLOCKWALL 16mm STOPPER ROD 22mm ROLLER ROD REINFORCED REINFORCED CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.4 : Roof System Buildings 3 of 3 (NOT BY ZAMIL STEEL) REINFORCED CONCRETE COLUMN/WALL R.F. RAFTER C BUILDING WIDTH AT ROOF (OUT TO OUT OF STEEL FLASHING) A SPLICE IS USED IF BUILDING WIDTH EXCEEDS 12 METERS D SECTION-B : ROOF SYSTEM FRAME CROSS SECTION DETAIL-C : TYPICAL PINNED ARRANGEMENT DETAIL-D : TYPICAL ROLLER ARRANGEMENT
90 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.5 : Flat Roof Buildings 1 of 3 A Flat Roof system provides the convenience of easy roof accessibility and is usually specified when the support of heavy unit loads, such as HVAC equipment, is a requirement. Flat Roofs, particularly popular in low rise buildings, comprise of horizontal main frame rafters (beams) supporting joists (built-up or open web) and a structural steel deck. The steel deck commonly supports a finished floor made up of one of the following types of roof construction: Reinforced Concrete Slab This is the traditional method of finishing flat roofs; it is identical to a mezzanine finished floor. The roof slab thickness (measured from the bottom of the steel deck to the top of finished concrete) is normally 100 mm thick. Water leakage is prevented by installing a waterproof membrane directly over the concrete slab and placing light weight fill material (sloped for drainage towards the centerline of the roof at 1/100) directly on top of the membrane. This is then tilted with plain concrete tiles whose joints are filled with sealant. This form of construction has a dead weight that ranges from 3.0 to 4.5 kN/m2 and a live load carrying capacity of approximately 5.0 kN/m2 . Light-Weight Foam Concrete Slab This finish approach uses slabs of light-weight foam concrete, cast on the steel deck, typically 100 mm thick at the perimeter of the roof and sloping (at 1/100) towards the centerline of the roof. A waterproofing membrane is installed directly over the foam concrete. Plain concrete tiles are then laid over the waterproofing membrane to provide the final finish surface. No sealant is required between the tiles. This form of construction has a dead weight that ranges from 1.5 to 2.5 kN/m2 and a live load carrying capacity between 1.0 and 2.5 kN/m2 . Care should be taken to determine whether heavy equipment is to be placed on the roof. Heavy equipment should be supported on elevated roof platforms and not directly on the foam concrete slab. The details on the following pages apply to flat roofs that utilize a reinforced concrete slab.
91 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.5 : Flat Roof Buildings 2 of 3 FINISHED FLOOR LEVEL SUSPENDED CEILING COLUMN RAFTER JOIST A B (NOT BY ZAMIL STEEL) (NOT BY ZAMIL STEEL) JOIST CLIP ANGLE RAFTER SAND FILL SINGLE PLY WATERPROOFING MEMBRANE ROOF DECKING PANEL (NOT BY ZAMIL STEEL) CONCRETE SLAB FASTENED WITH SD12-5.5 x 32 SELF DRILLING FASTENERS AT 400 mm O.C ALONG TILES OR GRAVEL STEEL REINFORCEMENT (NOT BY ZAMIL STEEL) PANEL WIDTH (NOT BY ZAMIL STEEL) (NOT BY ZAMIL STEEL) (NOT BY ZAMIL STEEL) REINFORCED ROOF DECKING PANEL SINGLE PLY WATERPROOFING MEMBRANES MASTIC SEALANT [IN-BETWEEN TILES] CONCRETE SLAB (NOT BY ZAMIL STEEL) JOIST SLOPE TILES OR GRAVEL (NOT BY ZAMIL STEEL) SAND FILL (NOT BY ZAMIL STEEL) (NOT BY ZAMIL STEEL) (NOT BY ZAMIL STEEL) SELF DRILLING FASTENERS FASTENED WITH SD12-5.5 x 32 AT 400 mm O.C ALONG PANEL WIDTH REINFORCED SECTION : TYPICAL FLAT ROOF CROSS SECTION SECTION-A : JOIST CONNECTION DETAIL-B
92 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.5 : Flat Roof Buildings 3 of 3 (NOT BY ZAMIL STEEL) ROOF DECKING PANEL RAFTER REINFORCED CONCRETE SLAB SD5-5.5 x 25 (NOT BY ZAMIL STEEL) MASTIC SEALANT INSIDE FOAM CLOSURE WATERPROOFING MEMBRANE ENDWALL GIRT ENDWALL BACK-UP PANEL SELF DRILLING FASTENERS ALONG PANEL WIDTH TILES OR GRAVEL ENDWALL PANEL EDGE ANGLE (NOT BY ZAMIL STEEL) (NOT BY ZAMIL STEEL) SD12-5.5 x 32 SELF DRILLING FASTENER SAND FILL TILES OR GRAVEL (NOT BY ZAMIL STEEL) ROOF DECKING PANEL JOIST CONCRETE SLAB SIDEWALL GIRT TRIM SIDEWALL PANEL WATERPROOFING MEMBRANE (NOT BY ZAMIL STEEL) DRAINAGE OUTLET HOLES TO SUIT (NOT BY ZAMIL STEEL) (NOT BY ZAMIL STEEL) FIELD CUT PANEL (NOT BY ZAMIL STEEL) DRAINAGE OUTLET (NOT BY ZAMIL STEEL) DOWNSPOUT EDGE ANGLE W/ SL2-4.8 X 20 SELF DRILLING FASTENERS REINFORCED DETAIL : ENDWALL PARAPET DETAIL : SIDEWALL WITHOUT PARAPET
93 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.6 : Low Rise Buildings 1 of 5 Low rise buildings are ideal for offices and other commercial uses. Low rise buildings, utilizing the PEB approach, are not only more economical than traditional methods of construction but are often constructed in half the “normal” time especially when complemented with the following subsystems (not all included within Zamil Steel scope of supply) : • Interior gypsum board liner • Interior gypsum board partitions • Central air conditioning ducting • Suspended ceiling In addition to speed of construction and the economy of supply, pre-engineered buildings can be neat and elegant in appearance when accessorised with parapet walls and accented with contrasting trim colors. The most common (and most economical) example of a low rise steel building is a building with a ground floor + two intermediate floors + roof. The roof of a low rise building may be flat or sloped. Details of flat roof construction can be found in section 5.5. Sloped roof details are found throughout this manual, particularly in chapters 6 and 7. Intermediate floors of low rise buildings are made of mezzanine systems whose details are shown in section 11.2. Zamil Steel low rise buildings may be supplied without exterior cladding to enable architects to interface their own special exterior designs utilizing blockwalls, marble, curtainwalls, etc. Exterior and interior column spacing of Zamil Steel low rise buildings range from 6 m to 9 m, with 9 m being the most economical and practical. Built-up columns and rafters for low rise buildings are typically of constant depth to simplify interior clearance calculations. Zamil Steel works closely with Consultants and Architects to preserve their general architectural requirements while incorporating their functional features within the overall Zamil Steel building design.
94 WITH A FLAT ROOF LOW RISE BUILDING CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.6 : Low Rise Buildings 2 of 5 LOW RISE BUILDING WITH A SHEETED GABLE ROOF LOW RISE BUILDING WITH A SHEETED GABLE ROOF LOW RISE BUILDING WITH A FLAT ROOF PERSPECTIVE : LOW RISE MULTI-STOREY BUILDINGS
95 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.6 : Low Rise Buildings 3 of 5 1 2 3 4 A B C 9000 9000 9000 5 9000 D 27000 (CENTER TO CENTER OF COLUMN) 54000 (CENTER TO CENTER OF COLUMN) 9000 9000 9000 6 7 9000 9000 ’X’ STEEL LINE 54600 (OUT TO OUT OF STEEL) 27600 (OUT TO OUT OF STEEL) STEEL LINE CL 450 225 150 225 150 500 250 75 75 250 25mm THICK BASE PLATE COLUMN M30 ANCHOR BOLTS PLAN : GROUND FLOOR COLUMN LAYOUT DETAIL-X : TYPICAL COLUMN BASE
96 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.6 : Low Rise Buildings 4 of 5 27000 (CENTER TO CENTER OF COLUMN) 27600 (OUT TO OUT OF STEEL) 54000 (CENTER TO CENTER OF COLUMN) 54600 (OUT TO OUT OF STEEL) STEEL LINE STEEL LINE 9000 9000 9000 B C D A 7 9000 6 9000 4 5 9000 9000 2 3 9000 9000 1 B 5 SPACES @ 1800 5 SPACES @ 1800 5 SPACES @ 1800 STAIRWELL LINE LINE STEEL STEEL 27600 (OUT TO OUT OF STEEL) 3 9000 9000 27000 (CENTER TO CENTER OF COLUMN) 1 2 D 1500 4000 4000 4000 A B C 9000 PLAN : FIRST AND SECOND FLOOR FRAMING ELEVATION : LOW RISE BUILDING FRAMES
97 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS Section 5.6 : Low Rise Buildings 5 of 5 (NOT BY ZAMIL STEEL) MEZZANINE DECKING PANEL MEZZANINE JOIST (NOT BY ZAMIL STEEL) A SYNTHETIC TILE FINISH REINFORCED CONCRETE SLAB COLUMN STIFFENERS BEAM (NOT BY ZAMIL STEEL) REINFORCED CONCRETE SLAB SYNTHETIC TILE FINISH MEZZANINE JOIST MEZZANINE DECKING PANEL (NOT BY ZAMIL STEEL) MEZZANINE JOIST BEAM EDGE ANGLE STEEL LINE TOP MEMBER BOTTOM MEMBER (NOT BY ZAMIL STEEL) (NOT BY ZAMIL STEEL) SYNTHETIC TILE FINISH WATERPROOFING MEMBRANE JOIST EDGE ANGLE ROOF DECKING PANEL FASCIA REINFORCED CONCRETE SLAB (NOT BY ZAMIL STEEL) VARIES 200 600 CAP FLASHING VALLEY GUTTER FASCIA BRACKET SELF DRILLING FASTENER W/ SD5-5.5 x 25 BACK-UP PANEL BRACKET HIGH STRENGTH BOLTS W/ (12)-M12 x 35mm LONG STEEL LINE FASCIA SILL TRIM SOFFIT PANEL SOFFIT EDGE TRIM DETAIL-1 SECTION-A DETAIL-2 SECTION-B DETAIL-3 : CONSTRUCTION AT FASCIA
98 CHAPTER 5 : OTHER STRUCTURAL SYSTEMS
SECONDAR SECONDARY STRUCTURAL STRUCTURAL STRUCTURAL FRAMING FRAMING CHAPTER6
100 6. Secondary Structural Framing Secondary Structural Framing 6.1 General ..........................................................................101 6.2 Cold-Formed “Z” Sections ..........................................102 6.3 Cold-Formed “C” Sections ..........................................104 6.4 Cold-Formed Eave Strut Section ................................107 6.5 Secondary Framing Details ......................................... 108
