Zamil steel design manual.pdf

Zamil Steel cal Manual hieu PEB DIVISION ZAMIL STEEL COMPANY LIMITED PRE-ENGINEERED BUILDINGS DIVISION DESN MANUAL D M 03 10 0 ZAMIL STEEL BUILDINGS DESN MANUAL PEB DIVISION P R E F AC E This revision of desn manual has been prepared to account for the changes of ZAMIL STEEL standards during the last four years since 1999 regarding single skin & Tempcon panels, built-up sections standard dimensions, serviceability consideration and some standard connections, also this revision of desn manual presents the results of special cal studies carried out in the ZAMIL STEEL PRD department including finite element studies using most recent software ques, buckling analysis studies and also derived formulas using numerical correlation studies Desners can make use of these studies to enhance the desn process This revision of the desn manual also resolves some miscellaneous and confusing points that were reported to PRD department The contents of this manual were rearranged and presented in “Adobe Acrobat” format along with navation pane to ensure effective and fast use of this manual Desn/Quote engineers are strongly advised to read this manual as a whole in conjunction with the standard codes and manuals stated in clause 2.1 page 2-1 of this manual The clauses containing the major changes made in this revision of desn manual (DM ) are as follows :2.4 Serviceability consideration _ 2-15 3.5 Expansion Joints 3-8 3.7 Bracing Systems Arrangement _ 3-11 4.1.2.1 Built up section _ 4-3 4.1.2.2 Galvanized primary members 4-5 4.3 Flange braces 4-22 4.6 Standard Anchor Bolts _ 4-67 4.7.8 Crane Beam _ 4-74 5.1 Panels _ 5-1 5.2.1.7 Double ‘C’ -sections 5-27 5.2.2 Desn Of Roof Purlins _ 5-29 5.2.4 Desn Of Eave Struts 5-35 6.1.2 End wall Rafter Desn Concept _ 6-2 6.2.2 End Wall Posts Desn Concept _ 6-6 7.2.3.1 Top Running Cranes 7-11 7.3 Bracing Desn Notes 7-13 DM I ZAMIL STEEL BUILDINGS DESN MANUAL PEB DIVISION P R E F AC E 8.2.1.2. Zamil Steel cal Manual. Uploaded by. Hieu Nguyendinh. connect to download. Get pdf. Zamil Steel cal Manual. Download. Zamil Steel cal Manual.

Zamil steel desn manual - Connection for Lateral Load _ 8-2 9.1 Desn of Joists _ 9-2 9.3 Desn of Beams 9-7 10.11 Egypt Jobs in Non-Free Zone Areas 10-6 12.1 Drainage 12-1 Your feedback and comments are hy appreciated for the continuous improvement of this manual S AAG OCT 2003 DM II ZAMIL STEEL BUILDINGS DESN MANUAL PEB DIVISION RESPONSIBILLITIES Desn Engineer’s Responsibilities: Reports to his Desn Supervisor Studies and validates contract requirements, given in the Contract Information Form (CIF) and raises queries and requests for clarifications as necessary Desns buildings assned to him using desn codes, specifications, procedures and standards of Zamil Steel together with engineering rationale Desns all building components satisfying the stability, serviceability and stress requirements simultaneously under desn loads and load combinations Optimizes the desn by utilizing optimizing ques in order to achieve the most economical and an adequate desn Plans to finish his work according to the schedules and deadlines assned Gives early warning to his supervisor if the schedules cannot be met Alerts his supervisor in cases such as special desn requirements and non-standard building confuration Gives clear instructions to detailing engineers on his jobs in order to make sure that his desns are understood Reviews approval and erection drawings and gives final approval on them 10 Checks other desn engineer’s work if checking is assned to him 11 Participates in desn meetings and suggests improvement of desn engineering practices Quote Desn Engineer’s Responsibilities: The engineer desning a quote should be efficient in his work He is required to cope up with the desn accuracy as well as the speed at the same time His task is not limited only to the desn of the building as it is presented in the C. F Beyond this; he should suggest the optimal building confuration and come up with the most economical desn as well The ideal and the professional approach that is required from the quote desn engineer is summarized below: Go over the CIF and thorougy absorb what is requested in terms of dimensions, desn loads, special details etc Think of the best possible solution that will provide the same shape of the building, but may be with different bay spacing, different type of frames, different frame orientations, etc which will produce the most economical desn of the building Contact the sales representative in charge of the quote and discuss alternative solutions (if any) If approved, desn the quotation accordingly and mention the deviations, additions and deletions clearly in his desn summary The guidelines regarding planning a PEB in order to reach the best and most competitive offer are outlined in chapter DM III ZAMIL STEEL BUILDINGS DESN MANUAL PEB DIVISION T AB L E O F C O N T E N T CHAPTER 1: MATERIALS 1-1 1.1 PLATES 1-1 1.2 COLD FORMED SECTIONS 1-1 1.3 HOT ROLLED SECTIONS 1-2 1.4 SHEETING 1-2 1.5 SKYLHT PANELS 1-3 1.6 TRIMS 1-3 1.7 ROUND BARS 1-3 1.8 CABLE BRACING 1-3 1.9 ANCHOR BOLTS 1-3 1.10 MISCELANEOUS 1-4 1.11 BOLTS 1-4 1.12 NUTS 1-4 1.13 WASHERS 1-5 1.14 SELF DRILLING SCREWS 1-5 1.15 RIVETS 1-6 CHAPTER 2: STANDARD CODES & LOADS 2-1 2.1 STANDARD CODES AND M ANUALS 2-1 2.2 DESN LOADS 2-2 2.2.1 Dead Load 2-2 2.2.2 Live Loads & Collateral Loads 2-3 2.2.3 Roof Snow Load 2-4 2.2.4 Wind Load 2-7 2.2.5 Crane Loads 2-8 2.2.6 Seismic Loads 2-11 2.3 LOAD COMBINATIONS 2-13 2.4 SERVICEABILITY CONSIDERATION 2-15 CHAPTER 3: PLANNING PEB .3-1 3.1 M AIN FRAME CONFURATION 3-1 3.1.1 Main frame orientation 3-1 3.1.2 Main frame types 3-2 3.1.2.1 Clear Span 3-2 3.1.2.2 Multi - Span 3-2 3.1.2.3 Lean- T0 3-3 3.1.2.4 Mono- slope 3-4 3.1.2.5 Space Saver 3-4 3.1.2.6 Roof System 3-5 3.1.2.7 Multi- Gable 3-6 3.1.3 Roof Slope 3-6 3.1.4 Eave Heht 3-7 3.2 ROOF PURLINS 3-7 3.3 WALL GIRTS 3-7 3.4 END W ALL SYSTEMS 3-8 3.5 EXPANSION JOINTS 3-8 3.6 BAY SPACING 3-9 3.7 BRACING SYSTEMS ARRANGEMENT 3-11 3.7.1 Bracing for wind and seismic loads in the longitudinal direction 3-11 3.7.2 Wind and seismic bracing in P&B endwalls 3-12 3.7.3 Crane Bracing .3-12 3.8 MEZZANINE FLOORS .3-13 3.9 CRANES SYSTEMS 3-14 DM IV ZAMIL STEEL BUILDINGS DESN MANUAL PEB DIVISION T AB L E O F C O N T E N T CHAPTER 4: MAIN FRAMING DESN 4-1 4.1 M AIN FRAME DESN PROCEDURE AND CONSTRAINTS 4-1 4.1.1 ASFAD 4-1 4.1.2 Desn Constraints 4-3 4.1.2.1 Built up section 4-3 4.1.2.2 Galvanized primary members 4-5 4.1.2.3 Fabrication Limitation 4-6 4.1.2.4 Shipping Limitation 4-7 4.1.2.5 Shot Blast and Paint Line Limitations 4-7 4.1.2.6 Other guidelines 4-8 4.1.2.7 Optimization 4-9 4.2 DESN OF JACK BEAMS 4-11 4.2.1 Loads 4-11 4.2.2 Connection details 4-12 4.2.3 Desn parameters 4-12 4.2.4 Desn Procedure 4-13 4.3 FLANGE BRACES 4-22 4.3.1 Brace members requirements 4-22 4.3.1.1 Stiffness requirements 4-22 4.3.1.2 Strength requirements 4-23 4.3.2 Spread sheet for checking flange brace system adequacy 4-24 4.4 DESN OF RID FRAME CONNECTIONS 4-28 4.4.1 Desn of Pinned Base Plate 4-28 4.4.2 Desn of Fixed Base Plate 4-40 4.4.3 Desn of horizontal knee connection 4-47 4.4.4 Desn of rafter intermediate & ridge splices 4-54 4.4.5 Desn of Pinned Cap Plate 4-55 4.5 STANDARD FRAME CONNECTIONS CODES 4-58 4.5.1 Anchor Bolt Pattern Codes 4-58 4.5.2 Knee Connections 4-64 4.5.3 Rafter Splice Codes 4-65 4.6 STANDARD ANCHOR BOLTS 4-67 4.7 WELDING PROCEDURE 4-69 4.7.1. Desn loads and desn practice the desn. connection 1-6 ZAMIL STEEL BUILDINGS DESN. desn manual pdf; aisc asd lrfd steel construction.

Comparison of Desn Procedures for Pre Engineering Types of Welds and Standard Sizes 4-69 4.7.2 Main Frame with Horizontal Knee Connection 4-70 4.7.3 Vertical Knee Connection 4-71 4.7.4 Interior Columns Connections 4-71 4.7.5 Ridge Splices 4-72 4.7.6 Base Plate of Cold-Formed EW Post 4-72 4.7.7 Mezzanine Connections 4-73 4.7.8 Crane Beam 4-74 CHAPTER 5: SECONDARY MEMBERS DESN 5-1 5.1 PANELS 5-1 5.1.1 Single Skin Panels 5-1 5.1.1.1 Steel Panels .5-1 5.1.1.2 Aluminum Panels 5-8 5.1.2 Tempcon Panels 5-10 5.1.2.1 Steel Tempcon Panels 5-11 5.1.2.2 Aluminum Tempcon Panels 5-16 5.2 SECONDARY STRUCTURAL FRAMING .5-20 5.2.1 Cold Formed Cross Sections Properties and Capacities .5-21 5.2.1.1 200mm depth Z-sections 5-21 5.2.1.2 250mm depth Z-sections 5-22 5.2.1.3 Z-sections overlaps .5-23 5.2.1.4 120mm depth C-sections 5-24 5.2.1.5 200mm depth C-sections 5-25 5.2.1.6 300mm depth C-sections 5-26 DM V ZAMIL STEEL BUILDINGS DESN MANUAL PEB DIVISION T AB L E O F C O N T E N T 5.2.1.7 Double ‘C’ -sections 5-27 5.2.1.8 Eave Strut-section 5-28 5.2.2 Desn Of Roof Purlins 5-29 5.2.2.1 Roof Purlins desn loads 5-29 5.2.2.2 Roof Purlins desn concept 5-29 5.2.2.3 Roof Purlins connections 5-32 5.2.3 Desn Of Wall Girts 5-33 5.2.3.1 Wall Girts Desn Loads 5-33 5.2.3.2 Wall Girt Desn Concept: 5-33 5.2.3.3 Wall Girt Connections .5-34 5.2.4 Desn Of Eave Struts 5-35 5.2.4.1 Eave strut Desn Loads .5-35 5.2.4.2 Eave strut Desn Concept: 5-35 5.2.4.3 Eave Strut Connections: 5-36 CHAPTER 6: END WALLS DESN 6-1 6.1 POST & BEAM ENDWALL RAFTERS 6-1 6.1.1 Desn Loads: 6-2 6.1.2 Desn Concept .6-2 6.1.3 End Wall Rafter Guide Desn Tables 6-3 6.2 ENDWALL POSTS 6-6 6.2.1 Desn Loads: 6-6 6.2.2 Desn Concept .6-6 6.2.3 End Wall Rafter Guide Desn Tables 6-8 6.3 END W ALL DESN SOFT WARE 6-9 6.4 DIAPHRAGM ACTION AT P&B END W ALLS .6-11 CHAPTER 7: BRACING SYSTEM DESN 7-1 7.1 BRACING STRUCTURAL TYPES 7-1 7.1.1 X-bracing 7-1 7.1.2 Portal Bracing: 7-2 7.1.3 Minor Axis Bending 7-3 7.2 BRACING SYSTEMS 7-4 7.2.1 Wind Bracing 7-4 7.2.1.1 Longitudinal bracing: 7-4 7.2.1.2 Transversal bracing in P&B end walls 7-8 7.2.2 Seismic Bracing 7-9 7.2.2.1. Sidewall bracing Portal Bracing 7-10 7.2.3 Crane Bracing 7-11 7.2.3.1 Top Running 7-11 7.2.3.2 Underhung 7-12 7.3 BRACING DESN NOTES 7-13 CHAPTER 8: CRANE SYSTEMS DESN 8-1 8.1 CRANES SYSTEMS DESN RULES: 8-1 8.2 DIFFERENT CRANE TYPES 8-2 8.2.1 Top Running Cranes .8-2 8.2.1.1 Bracket System .8-2 8.2.1.2. In this study, an industrial structure Ware House is analyzed and desned. 11 cal Manual, Zamil Steel, Saudi Arabia, Pre-Engineered Buildings.

ZAMIL STEEL DESN MANUAL PDF Connection for Lateral Load 8-2 8.2.1.3 Independent Crane Column 8-3 8.2.1.4 Stepped Column .8-4 8.2.1.5 Crane Tower .8-5 8.2.1.6 Crane Beam Desn 8-8 8.2.2 Under Cranes / Monorails 8-12 8.2.3 Jib Cranes: 8-13 8.2.4 Gantry Cranes & Semi-gantry 8-15 DM VI ZAMIL STEEL BUILDINGS DESN MANUAL PEB DIVISION T AB L E O F C O N T E N T CHAPTER 9: MEZZANINE FLOOR DESN 9-1 9.1 DESN OF JOISTS 9-2 9.2 DESN OF JOISTS CONNECTIONS .9-4 9.3 DESN OF BEAMS 9-7 9.4 DESN OF BEAMS CONNECTIONS .9-9 9.5 DESN OF COLUMNS .9-14 9.6 DESN OF FLOORING .9-16 9.6.1 Mezzanine Deck 9-16 9.6.2 Chequered Plate 9-16 9.6.3 Gratings .9-17 9.7. PDF File Zamil Steel Desn Manual - PDF-6ZSDM6EDRG 1/4 ZAMIL STEEL DESN MANUAL PDF-6ZSDM6EDRG Page 28 File Size 1,136 KB 25 Jan, 2017 TABLE

Pre Engineered Building Desn Manual - MISCELLANEOUS ITEMS 9-18 9.7.1 Staircases .9-18 9.7.2 Handrails .9-18 9.8 SPECIAL CASES 9-19 9.8.1 Roof Platforms 9-19 9.8.2 Catwalk 9-19 9.9 FLOOR VIBRATION 9-20 9.9.1 Vibration due to heel drop impact 9-20 9 Vibration due to forcing impact 9-28 CHAPTER 10: SPECIAL DESN REQUIREMENTS 10-1 10.1 ROYAL COMMISSION: 10-1 10.2 SAUDI CONSOLIDATED ELECTRICITY COMPANY (SCECO): 10-1 10.3 SAUDI ARAMCO: 10-1 10.4 JEBEL ALI FREE ZONE AUTHORITY (JAFZA) .10-2 10.5 DUBAI 10-4 10.6 SHARJAH .10-4 10.7 ABU DHABI 10-5 10.8 VIETNAM: .10-5 10.9 SHANGHAI CHINA: 10-5 10.10 WIND SPEED IN SAUDI ARABIAN: 10-5 10.11 EGYPT JOBS IN NON-FREE ZONE AREAS .10-6 10.12 SNOW LOADS .10-6 CHAPTER 11: SPECIAL BUILDINGS 11-1 11.1 CAR CANOPIES 11-1 11.2 POULTRY BUILDINGS 11-6 11.3 BULK STORAGE BUILDINGS 11-8 11.4 HANGAR BUILDINGS 11-13 CHAPTER 12: MISCELLANEOUS SERVICES 12-1 12.1 DRAINAGE 12-1 12.2 NATURAL LHTING 12-7 12.3 VENTILATION 12-10 12.3.1 Ventilation Desn Using Air Change Method 12-11 12.3.2 Ventilation Desn Using Heat Removal Method 12-12 12.4 FOOTING 12-14 12.4.1 Spread Footings with hairpin 12-15 12.4.2 Spread Footings without hairpin 12-23 DM VII ZAMIL STEEL BUILDINGS DESN MANUAL Materials PEB DIVISION CHAPTER 1: MATERIALS Pre-engineered buildings (PEB) system mainly makes use of built-up sections, cold formed members as well as some hot rolled sections The materials of these components conform to ASTM (American Society for Testing and Materials) specifications or equivalent standards The specifications of materials are updated as per the current usage and available inventory In the following table, type, order size, usage and material specifications are listed for each component of pre-engineered buildings in order to facilitate desn 1.1 PLATES Thickness (mm) 4.0 5.0 6.0 8.0 10.0 12.0 15.0 20.0 25.0 30.0 40.0 50.0 ORDER SIZE USAGE 1500mm W x 6000mm L 1500mm W x 6000 mm L 1500mm W x 6000mm L Webs of built-up sections Webs & Flanges of built-up sections 2100mm W x 6000mm L SPECIFICATIONS Webs and Flanges of built-up sections Webs and Flanges of built-up sections, Connection plates ASTM - A 572 M GRADE 345 Type Flanges of built-up sections Fy = 34.5 k N/cm2 Fu = 45 k N/cm2 2100mm W x 6000mm L Connection Plates 2000mm W x 6000mm L Connection Plates 1.2 COLD FORMED SECTIONS TYPE SECTIONS ORDER SIZE BLACK COIL 200Z15 200Z17 200Z20 200Z22 200Z25 200Z30 180C20 180C25 200C20 COIL 1.5mm T x 345mm W COIL 1.75mm T x 345mm W COIL 2.0mm T x 345mm W COIL 2.25mm T x 345mm W COIL 2.5mm T x 345mm W COIL 3.0mm T x 345mm W COIL 2.0mm T x 390mm W COIL 2.5mm T x 390mm W COIL 2.0mm T x 390mm W 200C25 COIL 2.5mm T x 390mm W 300C2.0 200Z15 200Z17 200Z20 200Z22 200Z25 180C20 180C25 200C20 200C25 COIL 2.0mm T x 495mm W COIL 1.5mm T x 345mm W COIL 1.75mm T x 345mm W COIL 2.0mm T x 345mm W COIL 2.25mm T x 345mm W COIL 2.50mm T x 345mm W COIL 2.0mm T x 390mm W COIL 2.5mm T x 390mm W COIL 2.0mm T x 390mm W COIL 2.5mm T x 390mm W 120C20 120C25 120C30 COIL 2.0mm T x 260mm W COIL 2.5mm T x 260mm W COIL 3.0mm T x 260mm W GALVANIZED NARROW COILS GALVANIZED DM USAGE SPECIFICATIONS Purlins & Girts Eave Struts ASTM-A607 GRADE 50 (For Red Oxide Primed) Fy = 34.5 k N/cm2 End wall Rafters, F Openings, Eave Struts, Wind Columns & Mezzanine joists Purlins & Girts Eave Struts ASTM A653 SQ50 Class (Galvanized) Fy = 34.5 k N/cm2 End Wall Rafters, Eave Struts, Framed Openings & Wind Columns Space Frame Chored Members & Slide Door Leaves 1-1 ZAMIL STEEL BUILDINGS DESN MANUAL Materials PEB DIVISION 1.3 HOT ROLLED SECTIONS TYPE I SECTIONS ORDER SIZE USAGE Wind Columns, Endwall Rafters & Mezzanine Joists IPEa 200 x 18.4 x 12.0m L TUBES 150 mm x 150mm x 4.5mm x 12.0m L 200mm x 200mm x 6.0mm x 12.0m L CHANNEL ANGLES PIPES Galvanized 120mm x 60mm x 5.0mm x 8.5m L PFC 200 x 75 x 23 x 9.0m L PFC 260 x 75 x 28 x 9.0m L PFC 380 x 100 x 54 x 9.0m L 40mm x 40mm x 3.0mm x 12.0m L 50mm x 50mm x 3.0mm x 12.0m L 60mm x 60mm x 4.0mm x 12.0m L 60mm x 60mm x 5.0mm x 12.0m L 60mm x 60mm x 6.0mm x 12.0m L 75mm x 75mm x 6.0mm x 12.0m L 100mm x 100mm x 8.0mm x 12.0m L 42mm x 2.3mm x 6.6m L 48mm x 2.8mm x 6.6m L 89mm x 2.8mm x 6.6m L Rid Frame and Mezzanine Columns SPECIFICATIONS JIS-G3101 SS540 or 10025- S355JR Fy = 34.5 k N/cm2 EN JIS-3466 STKR-490 Fy = 32.5 k N/cm2 Space Frame Truss Members Cap Channel for Crane Beams, Stringer for Staircase Flange Bracing, X Bracing and Open Web Joist Members Hand Rails/Space Frame Diag Memb Space Frame Diagonal Members EN10025-S355JR Fy = 35.5 k N/cm2 ASTM 572 Grade 50 Fy = 34.5 k N/cm2 JIS-G-6344-STK500 Fy = 35.5 k N/cm2 L: Length, W: Width, T: Thickness 1.4 SHEETING Panel Type Type A ( Hi-Rib) Finish/Color Bare Zincalume Type G (Deep Rib) Type R Order Size 0.5 0.6 0.7 Type B (Hi-Rib ) Type C (Lo-Rib) Thickness XRW Painted Z/A All Standard Colors 0.5 XRW Painted Z/A Frost White XPD Painted Z/A Frost White 0.6 0.7 0.5 0.6 0.7 Aluminum Plain Coil 1145 mm W USAGE Type A: Sheeting Panels for Roof, Walls, Mezzanine Deck, Partitions & Liners Type B: Sheeting Panels for Roof, Walls, Partitions & Liners Type C: Liners Sliding Doors, Top & Bottom Layer of TCLR, Bottom Layer of TCHR Type G: Mezzanine Deck & Roof Sheeting Type R: Sheeting Panels for Walls, Partitions & Liners XRW Painted Z/A Frost White Bare Zincalume Type F (5-Rib) XRW Painted Z/A Frost White XPD Painted Z/A Frost White Aluminum Plain Aluminum Frost White DM 0.5 0.5 0.6 0.5 0.6 0.7 0.5 0.6 0.7 0.70 ASTM - A 792 M GRADE 345 B Coating AZ150 Fy = 34.5 k N/cm2 Alloy Type AA3003 H26 Fy = 16.15 k N/cm2 0.70 Aluminum Frost White Type D & E (Sculptured Panel) SPECIFICATIONS Coil 411 mm W Coil 1278 mm W Partitions, Liners and Soffit Panels Top Layer of TCHR in Roof and Walls ASTM-A792 GRADE 50B Coating AZ150 Fy = 34.5 k N/cm2 ASTM-A792 GRADE 50B Coating AZ150 Fy = 34.5 k N/cm2 Alloy Type AA3003 H26 Fy = 16.15 k N/cm2 1-2 ZAMIL STEEL BUILDINGS DESN MANUAL 12 Miscellaneous services PEB DIVISION Desn the spread tie (hairpin) to resist later loads ΣFy = ⇒ H - 2T sin 60o = T= H 4.93 21.8 = = 15.44k N 2sin60 2sin60 Asteel = 0.6Fy ⇒ db = 0.89cm Use 12mm φ bar To adequately resist the horizontal thrusts, the spread tie rod must extend into the slab a sufficient distance so that the length of the "failure tensile crack" will have enough reinforcing mesh crossing it - such that a proper factor of safety is developed If the angle of the crack from the end of the ties is 45 degrees to the edge of the slab, and if the bolt gauge is assumed as zero (conservatively), then the projected length of the tensile crack is: = (0.5) Lt (0.866) Lt = Lt 1.732 Lt = 2.732 Lt Lc Assume the slab reinforcement is 150 x 150 - 4/4 ⇒ AS = 0.838 cm2/m Assume the allowable stress for the mesh 13.79k N/cm2, the total tensile force resisting the opening of the tensile crack, Lc, is Ft = (0.838) (13.79) (2.732 Lt) = 31.562 Lt k N/m Ft = H 31.562Lt = 26.73 DM 12-19 ZAMIL STEEL BUILDINGS DESN MANUAL PEB DIVISION 12 Miscellaneous services Lt = 26.73 / 31.562 = 0.847m Total Length = Lt bolt gauge = x 0.847 0.10 = 1.8 m, say 2.0 Use 12mm φ hairpin 2.0 meter long Desn Sketch DM 12-20 ZAMIL STEEL BUILDINGS DESN MANUAL 12 Miscellaneous services PEB DIVISION Desn of Slab The desn of a concrete slab on ground must be carried by a qualified Foundation Engineer The following table is provided only for guidance The capacity of the slab depends on the thickness and quality of concrete, the reinforcement and the type of composition of the soil Type Minimum Reinforcement Slab No Thickness Of (k N/m2) (mm) Layers - 50 None Residential or Lht Commercial (23.74) (6) L 142.43cm, say 180 cm If L =180 cm, then using equation, Af = 129.83  x23.74  = 31230cm 1   0.0072  180  B = Af /L = 3230 /180 = 179.45 cm ⇒ Use 180cm The maximum soil pressure (qmax) can be calculated from the following equations: q max = q = 129.83  x23.74  1 = 0.0072k N/cm   180x180  180  129.83  x23.74  1− = 0.0008k N/cm   180  180x180  qmax = 0.0072 KN/cm2 2.0 use β c = 2.0 vc = 0.85 x 0.105 √2.068 = 0.1284k N/cm2 Using these values in quadratic equation 0.1298 d2 4.6 d – 47.54 = Solving the quadratic equation: d = 8.36cm Use Tmin = 30.0cm dmin = 30.0 - 7.5 - 1.0 = 21.5cm Check actual punching shear Vu-actual = qavg[BL-(w d)(x d)] = 0.0061 [180x180-(35 21.5)2]= 178.17k N Vu-allow = 0.105 φ √fcbod where, bo = (w d) (x d) = x x (35 21.5) = 226cm Vu-allow = 0.105 x 0.85√2.068 x 226 x 21.5 = 623k N 178.17k N OK Beam shear Vu-allow = φ 0.0525 √fc Bd = 0.85 x 0.0525 x √2.068 x 180x21.5= 248.4k N Vu-actual = 0.5(qcrit qmax) [0.5(L - w) - d] B where, qcrit = qmin qs[L-(z-d)]=0.0012 0.00005[180-(72.5-21.5)]=0.00765k N/cm2 Vu-actual = 0.5(0.00765 0.011)[0.5(180 – 35) – 21.5] 180 = 85.6k N 0.0007 ρmin = 0.0018 when fy = 34.5k N/cm2 0.0020 when fy = 41.37k N/cm2 Use ρ = ρmin = 0.0020 As = ρbd = (0.0020) (180) (21.5) = 7.74cm2 Using 12 mm bars: Spacing = L (Abar)/As = 120x1.13/7.74 = 26.28cm Therefore use 12mm φ bars at 25cm both ways Check development length: Ld = 0.6A b f y f c′ x 0.8 = 0.6x1.13x41.37x0.8 2.068 = 15.61cm Available length = z-cover = 72.5-7.5=65cm 15.61cm OK DM 12-29 ZAMIL STEEL BUILDINGS DESN MANUAL PEB DIVISION 12 Miscellaneous services Pier Desn PD HD PL MD = 12.22k N = 4.93k N = 54.0k N = 21.8k N = HD x arm = 4.93k N x 85.0 cm = 1853k Apply overload factors and compute the eccentricity Mu = 1.4 MD 1.7 ML = 1.4 (419.05) 1.7 (1853) = 3736.77cm Pu = 1.4 PD 1.7 PL = 1.4 (12.22) 1.7 (54) = 108.91k N e = Mu/Pu = 3736.77/108.91 = 34.31cm emin = 1.52 0.03 h = 1.52 0.03 (35) = 2.57 cm 108.91k N Dowel bars are required between column and footing even though bearing strength on column and footing is adequate to transfer the factored loading A Minimum area of reinforcement is required across the interface: As-min = 0.005 (b x h) but not 4.79k N/m2 (100 psf) reduction in live load is applied as given:  4.57  L = L 0  0.25  A 1   where, L = reduced desn live load in k N/m2 L0 = unreduced uniform desn live load... Zamil steel cal manual - slideshare - Apr 17, 2014 applicable to the desn of pre-engineered steel buildings. Manual Pre-Engineered Steel Buildings Versus.

Zamil Steel Manual Steel - es. Extensive building desn experience One good reference available on this subject is “Serviceability Desn Considerations for Low-Rise Buildings” published by AISC The currently adopted deflection limitations by Zamil Steel are illustrated in the tables next page DM 2-15 ZAMIL STEEL BUILDINGS DESN MANUAL 2 Standard codes & loads PEB DIVISION Table 2.6 Serviceability Consideration 1 S t a n d... Zamil Steel Manual - Ebook download as PDF File.pdf, Text File.txt or read book online. Scribd es red social de lectura y publicación más importante del mundo.

Zamil Steel Desn Manual - 9m For EH9m different limitations have to be used (2) DM 2-16 ZAMIL STEEL BUILDINGS DESN MANUAL 3 Planning PEB PEB DIVISION CHAPTER 3: PLANNING PEB Planning of the PEB buildings (low rise metal buildings)(1) and arranging different building components is a very important step for the desner before proceeding with the desn of each component The Following building confurations are snificantly ... Zamil Steel Desn Manual If searching for a ebook Zamil steel desn manual in pdf form, then you've come to the loyal present complete edition of this.

The Steel Construction Manual - The Steel Construction Manual. Basic Desn Concepts DC.1 Introduction to Desn Theory. 2.1 Steel Materials.


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comments

  1. munkeydog36:

    Вот это, уже ни в какие ворота не лезет.

    gc423:

    Взревев, грязный дракон бросился на своего маленького, но такого наглого обидчика.

    brittney473:

    Ты победил потому, что в тебе нет ничего страшного.

    dedphantom:

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    digitex123:

    И сбросить со счетов жуков, бабочек и птиц.

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