1 1 - 1 . . ( ( . . 1 2 . 1 - 3 Base . Base Shear,V . Bearing Wall System (Frame) . Boundary Element Shear Walls)) Diaphragm) ) . Braced Frame ( Truss ) ( Concentric ) ( Eccentric ) . Building frame system . Collector . Concentric (Axial Forces ) . 2braced frame Diaphragm . Diaphragm chord (Diaphragm) (Shear Walls) (Axial) (Flange) . Strut Diaphragm( ( (Diaphragm) . . Drift Storey Drift . Dual System ) SMRSF IMRSF) (Shear Walls) (Braced Frames)) 2 1 6 - ) . Eccentric Braced Frame SEAOC)) . Essential Facilities . Flexible Element or System (Deformation) . Horizontal Bracing System (Truss) (Diaphragm). IMRSF 21 (ACI 318M - 89) . Lateral . 3Force Resisting System Moment Resisting Space Frame . Ordinary Moment Resisting Space Frame (Ductile) . Orthogonal Effects . P- Effect . Shear Wall (Plan) . Soft Storey (Stiffness) 70 . Soil-Structure Resonance . Space Frame (Diaphragm) . SMRSF Ductile ) ) 21 (ACI 318M-89) . Storey . Story Drift Ratio . 4 Story Shear ,Vx . Strength . Structure . Tower . Vertical Load Carrying Space Frame ( . ( Weak Storey (Strength) 80 . 1 4 ( ) 1 5 ( ) 2 1 : 2 - 1 - 1 Seismic Zone . 1 ) Fig. 1 . (2 - 1 - 2 Seismic Zone Number, SZN . ) SZN ( 1 ) Table 1 . (2 - 1 - 3 Occupancy Categories, OC) . OC ( 2 ) Table 2 ) ( I ( . 2 - 1 - 4 Seismic Performance Categories, SPC) A ) ( C ( 3 ) Table 3 ) . ( A (. 2 - 1 - 5 Configuration Requirement) Irregularities ( . . 5 ) Table 5 . (5 6 ) Table 6 . (2 - 1 - 6 Structural Systems 7 ) Table 7 () Rw ) . ( Rw ( : - A-Moment Resisting Frame System :. - B-Building Frame System : ( Shear Walls ) ) Braced Frames . ( - C-Dual System : : 1 - . 2 - : - ( ) 25 ?) Base shear . / (- ) Shear walls ) ( Braced frames . (3 - ) 1 ) ( 2 (. - System D-Bearing Wall : . ) Shear Walls ) ( Braced frames . ( E-Undefined System : 7 ) Table 7 . ( : . 2 - 1 - 7 *. * The Dynamic Lateral Force Procedure, DLF :. * The Static Lateral Force Procedure, SLF :) Regularity ) ( Occupancy ( . ) Irregularity types : A, B, C ( 5 ) Table 5 : ( ( 1 ) SZN1 . ( ( 1 ) SZN1 . () ( 75 ( 7 ) Table 7 ) ( S4 ( 4 ) Table 4 ) ( 0.7 ( .) ( Irregular Structures () 20 . (2 - 1 - 8 System Limitations 6. ( ) Discontinuity . () Capacity ) ( E ( 5) Table 5 ( 9 ) Strength ) ( Weak Storey ( 65 ?.) : 3Rw/8 ( 1 9 . . ( 7 ) Table 7 ) ( Rw ( . ( 5 6 ) Tables 5 & 6 . (2 - 1 - 9 Static Lateral Force Procedure .2 - 1 - 9 - 1 Design Base Shear :) V : ( : = Z ) Seismic Zone Factor ( 1 ) Table 1 . ( = I ) Importance Factor ( 2 ) Table 2 . ( = Rw ) 7 ) Table 7 (. ( = W :1 - 25 . ?2 - ) Partitions ( 50 / 2 .3 - . = C : : = S 4 ) Table 4 .( = T ) Fundamental Period () ( : 7) T ( : Ct =0.035 . Ct =0.030 Eccentric Braced Frames .Ct =0.020 . H ( ) = Base . c =2.75 . ) 3 Rw/8 ( C/Rw ) 0.075 . (2 - 1 - 9 - 2 : Base Shear: : = Ft ) n : ( ) 4 . () = i . (n . = Base Shear ( ) ) n : ( : : Fx x ) Mass Distribution . ( : W x i .2 - 1 - 9 - 3 Horizontal Distribution of Shear : : ( x : 8 ( Vx Rigidity Diaphragm . ( Accidental Eccentricity : ) 5 ( ?) Dimension . () Torsional moment ( ( ) 0 . 2 - 1 - 9 - 4 Torsional Moments- Torsional Eccentricities . - Torsional . - ) A 6 (: ( ) : = Displacement . . =2 - 1 - 9 - 5 Overturning - Overturning Moments Ft Fx 0 Rigidities . - . - Stiffness . - ( C ) ( ) B Discontinuous Irregularity ) D ( 5 ( D ) 6 Axial Force : 1.0 DL +0.8 LL +3 (Rw / 8 ) E0.85 DL +3 ( Rw / 8 ) E9 ( DL ) ) LL ( ( E ).1 ( Axial Forces . 2 ( Axial Forces . Working stress ) 1,7 . (3 : ( ) 2 3 1 2 . ( 2 - 1 - 9 - 6 Storey Drift Limitation : . . - : ) 0.04 / Rw)h 0.005 h (=h ( Fundamental Period ) 0.7 . () 0.003 / Rw)h 0.004 h ) 0.7 . ( Base shear . ) ( h . - . - C ) [ 2 ]( Period ) C/Rw ) ( 0.075 . (2 - 1 - 9 - 7 Effects P - :) P- Effects (Stability . 2 - 1 - 9 - 8 Vertical Components ) C :( ( Horizontal Cantilever Components 20 . ? ( 50 . ?2 - 1 - 10 Dynamic Lateral Force Procedure : . 2 2 ) LATERAL FORCE ON ELEMENTS OF STRUCTURES AND NON-STRUCTURAL COMPONENTS SUPPORTED BY STRUCTURES (2 2 1 Nonstructural Components Equipment10: ( Attachments Anchorages Bracing . . ( Equipment . : 2 . 2 - 2 - 2 Elements Components : ) 9 ( Fp =Z I Cp Wp: = Wp = Cp 8 ) Table 8 . ( - ) Z ) ( I . (: 1 - ) I ) ( 1.5 . (2 - ) I ) ( 1.5 (.3 - ) Panel Connection ) ( I ) ( 1 (. - ) Cp ( Supported . Fixed Base Period ) 0.06 . () 0.06 . ( ) Cp ( 8 ) Table 8 () Cp ( 8 ) Table 8 ) ( 2 ( . - ) 9 (. ) 9 ( . - Diaphragms) 2 3 1 2 - ) ( 2 3 1 2 .( - . 2 - 3 SYSTEM DESIGN REQUIREMENTS2 - 3 - 1 Detailed Systems Design Requirements2 3 1 1 : ) 2 - 1 ( . 11 ) 318 - 89 ACI : ( - Combined Vertical and Horizontal Forces . - Uplift Effects . Working Stress ) 0.85 . ( - Orthogonal Effects1 ( ) 2 B ) ( 2 A (: ( Irregularity ) E ( 6 ) Table 6 .( ( ) A ( 6) Table 6 . (. ( : Axial Load 20 . ?2 ( 100 ? 30 . ? Combinations . 2 3 1 2 - ) 2 - 6 1 ( 7 ) Table7 ( ) 2 - 3 - 2 . ( - Detailing Requirements for Combinationsystem . - Connection ( ) . - Deformation Compatibility ) 3 Rw/8 ( . - Effect) - (P Working Stress ) 1.7 . ( - Ties and Continuity1 ( . . 12) Z/3 . (2 ( ) Truss () Z/3 (. - Concrete Elements) Collector Elements (. - Concrete Frames : 1 ) ( C ) ( SMRSF (2 ) ( B () IMRSF . ( - Anchorage of Concrete or Masonry Walls ) 2 - 2 - 2 ( ) 1.5 . (/ Anchors ) 1.25 . ( . Diaphragm Deformations . - Boundary Members governed byflexure . - Diaphragms Diaphragm . . 1 - Diaphragm Forces: ) Fpx ) ( 0.75 Z I Wpx ) ( 0.35 Z I Wpx . ( ) Diaphragm (13 ) ) stiffness ( ( . 2 - Diaphragm Ties Ties Struts Chords . Chords Main Cross Ties . - Framing Below Base Overturning . - Building Separations Displacement ) 3 Rw/6 . (2 - 3 - 2 Framing Systems2 - 3 - 2 - 1 . : 7 ) Table 7 . (2 - 3 - 2 - 2 Combination of Framing Systems : - Rw ) Rw ( 7 . - ) Rw ( Components ) Rw . (2 - 3 - 2 - 3 Limitation on Framing Systems - ) A : ( ) A . ( - ) B : ( ) B : (1 50 : ) IMRSF . ( ) Dual System . ( ) Braced Frames ( ) Shear Walls ( 33 ?) Torsional . () 73 . (2 - ) Interaction Effects : ( . 14 Storey Drifts . 3 - : . 4 - ) SMRSF ( . ) Supported ( ) Rigid ) ( Rw (. - ) C : ( ) C ) ( B ( 7 ) Table 7 . (2 - 3 - 3 Design And Detailing Requirements : 2 - 3 - 3 - 1 ) A ) : ( A ( 318 M-89) ACI ( ) Chapter 21 . (2 - 3 - 3 - 2 ) B ) : ( B () ACI-318M-89 () Section 21.9 " " ( ) 2 - 3 -1 - 2 . (2 - 3 - 3 - 3 ) C : () C ) ( ACI-318M-89 () Chapter 21 .(2 4 Foundations2 4 1 ) C ) ( B . (2 4 2 Soil Capacities Load Combinations Strains . 33 ?. 2 4 3 Superstructure . 2 4 4 Foundation - soil Interface) Ft (Overturning Moment .2 4 5 ) ( A () 2 - 4 - 1 ) ( 2 - 4 - 4 () A . ( ( ) B ) ( C () B ) ( C (15) A ) ( 2 - 4 - 6 ) ( 2 4 5 . ( ( Investigation ) 2 4 - 1 ) ( 2 - 4 2 (: . Liquefaction . . 2 4 6 Piles Caissons . ( Design For Earthquake Motion . 120 . ? ( Footing Interconnection1 . 2 10 ? . 3 - 1 3 1 1 . : 1 . (2 ( . 3 (. 3 1 2 Ductility Ductility . Distortion . ) . 1 ( Elastic ) B (Elasticity .Error !16 ) Level A ( Plastically . ) . A () B . (3 1 3 ) ( Trusses . Frames .. 3 1 4 Diaphragms ) . ( 3 1 - 5 Shear Walls Cantilever . . 3 1 6 J oints ) 2 .(17 ) 2 ( ( ) . Deformation . Ductile Brittle .3 1 7 Deformation Reversal Inelastic Ductile . () Deflection . Deformations Ductility Capacity . Inelastic Reversal Panel Zone Bending . Panel Zone ) ) 26 (( Stirrups . . . Yield . . 3 2 . 18 . . . . Liquefacation . ) bracing ( . Ductility . . . Redundancy . . . . ( ) . . Soft Storey . . . Stiffness . . . Counter Weights . . . Parapets Exterior Panels . . 19 Pre-cast . . 3 - 3 1 - . 2 - . 3 - . 4 - 28 250 / 2 .5 - 15 20 3 . 6 - . (... ) 7 - .8 - . 9 - . 10 - . . . . . / " . ) " 1992 . (ReferenceAl-Hadad ,M.S, Dr. G. H. Siddiqi, Dr. R. Z. Al-Zaid, Dr. A. M. Arafah, Dr. A . Necioglu, and Dr. N. Turkelli. A Study Leading To Preliminary Seismic Design Criteria For The Kingdom King Abdul aziz city for science and technology , 1998 . Table 1. Seismic Zone Number (SZN) and Seismic Zone Factor , Z2B2A 1 0 SZN0.200.15 0.075 0.05 ZTable 2. Occupancy CategoryOccupancy DesignationCategory DescriptionOccupancy Type or Function of Structure ES EssentialHospitals and other medical facilities having surgery, and emergency treatment areasFire and police stations.Tanks or other structures containing housing, or supporting water or other fire-suppression materials 20 I =1.25or equipment required for the protection of essential or hazardous facilities, or special occupancy structures.Emergency vehicle and equipment shelters and garages.Structures and equipment in emergency preparedness centers. Stand-by power generating equipment for essential facilities. Structures and equipment in communication centers and other facilities required for emergency response.Structures housing, supporting or containing sufficient quantities of toxic or explosive substances to be dangerous to the safety of the general public if released. SPI =1.1 SpecialMosquesCovered structures whose primary occupancy is public assembly capacity more than 300 persons.Buildings for schools (through secondary) or daycare centers capacity more than 250 students.Building for colleges or adults education schools capacity more than 500 students.Medical facilities with 50 or more resident incapacitated patients, but not included above.J ails and detention facilities.All structures with occupancy more than 5000 persons.Structures and equipment in power generating stations and other public utility facilities not included above, and required for continued operation. ST I =1.0StandardAll structures having occupancies or function not listed above. Table 3. Seismic Performance CategorySeismic Zone number Occupancy CategoryEssential ES Special SP Standard ST 21(SZN)2B C C B 2A B B A 1 B A A 0 No seismic requirement on the structures in this zone Table 4. Site Profile and Site Factor , SProfile TypeProfile Description S1A soil profile with either:(a) A rock-like material characterized by a shear-wave velocity greater than 760 m/s or by other suitable means of classification, or (b) Stiff or dense soil conditions where the soil depth is less than 60 m.1.0 S2A profile with dense or stiff soil conditions, where the soil depth exceeds 60 m or more.1.2 S3A soil profile 12 m or more in depth and containing more than 6m of soft to medium stiff clay but not more than 12m of soft clay.1.5 S4A soil profile containing more than 12m of soft clay.2.0 Table 5. Vertical Structural IrregularitiesType Irregularity DefinitionReference section AStiffness irregularity-soft story A soft story is one in which the lateral stiffness is less than 70 percent of that in the story immediately above or less than 40 percent of the combined stiffness of the three stories above.2-1-72-1-10 (*) BWeight ( mass ) IrregularityMass irregularity shall be considered to exist where the effective mass of any story is more than 150 percent of the effective mass of an adjacent story. A roof, 2-1-72-1-10 (*) 22which is lighter than the floor below, need not be considered a mass irregularity.CVertical Geometric IrregularityVertical geometric irregularity shall be considered to exist where the horizontal dimension of the lateral force resisting system in any story is more than 130 percent of that in an abject story. One story penthouse need not be considered.2-1-72-1-82-1-10 (*) DIn- plane Discontinuity in Vertical Lateral Force Resisting Element. An in-plane offset of the lateral load resisting elements greater than the length of those elements.2-1-9-5 d EDiscontinuity in Capacity - weak StoryA weak story is one in which the story strength is less than 80 percent of that in the story above. The story strength is the total strength of all seismic resisting elements sharing the story shear for the direction under consideration.2-1-8 a (*) Dynamic Lateral Load procedure shall be usedTable 6. Plan Structural IrregularitiesType Irregularity Definition Reference section ATorsional irregularity, to be considered when diaphragms are not flexible Torsional irregularity shall be considered to exist when the maximum story drift, computed including accidental torsion, at one end of the structure transverse to an axis is more than 1.2 times the average of the story drifts of the two ends of the structure.2-1-9-5 d 2-3-1-1 c 2-3-1-2 g BReentrant cornersPlan configurations of a structure and its lateral force resisting system contain reentrant 23corners, where both projections of the structure beyond a reentrant corner are greater than fifteen percent of the plan dimension of the structure in the given direction.CDiaphragm Discontinuity Diaphragms with abrupt discontinuities or Variations in stiffness, including those having cutout or open areas greater than fifty percent of the gross enclosed area of the diaphragms

DOut-of-plane offsetsDiscontinuities in a lateral force path, such as out-of-plane offsets of the vertical elements.2-1-9-5 d ENonparallel systems The vertical lateral load resisting elements are neither parallel to nor symmetric about the major orthogonal axes of the lateral force resisting system.2-3-1-1 c Table 7. Structural System, Rw and Height LimitsBSS1Lateral Load Resisting System DescriptionR5w H 2,7 meters A. MomentResistingFrame1- Special Moment Resisting Space Frames ( SMRSF ) steel Reinforced Concrete 2- Concrete Intermediate Moment Resisting Frames (IMRSF)6 3- Ordinary Moment Resisting Space Frames steel 6Reinforced Concrete 38 8 5 6 2N.L. 4N.L. B. BuildingFrameSystem1- Steel Eccentric Braced frame (EBF)2- Shear walls Reinforced Concrete Reinforced Masonry3-Steel Concentric Braced Frames8 6 4 675 75 60 50 C. Dual1- Shear walls concrete with8N.L 24System SMRSF concrete with IMRSF6 2- Steel EBF with steel SMRSF 3- Concrete Braced Frames steel with steel SMRSF steel with concrete SMRSF5 8 8 6160 N.L. NL 50 D. Bearing wall System1- Shear walls Reinforced Concrete Reinforced Masonry4 350 35 E. Undefined SystemInverted Pendulum Structures Tanks, Vessels, Trussed Towers3 3 Notes :) 1 ( BSS =Basic Structural Systems .) 2 ( H =Height Limit applicable to Seismic Performance Category C) 3 ( Prohibited in seismic Performance Category C and B) 4 ( N.L =No limit) 5 ( See section (2-3-2-2 b) for combination of Structural System) 6 ( Prohibited in Seismic performance category C) 7 ( See section (2-3-2-3 b) for height limitations in seismic performance Category B .Table 8. Horizontal Force Factor Cp Applicable to Rigid ItemsElement of Structures and Non-Structural ComponentsCp Note I. part or portion of structure 1. Walls, including the following a. Un-braced (cantilevered) parapets b. Other exterior walls above the ground floor c. All interior bearing and nonbearing walls and partitions d. Masonry or concrete fences over 6 feet high2. Penthouses (except where framed by an extension of the building frame) 3. Connections for prefabricated structural elements other than walls, with force applied at center of gravity 4. DiaphragmsII. Non-structural components 1. Exterior and interior ornamentations and appendages 2. Chimneys, stacks, trussed towers, and tanks on legs a) Supported on or projecting as an un-braced cantilever above the roof more than one-half its total height b) All others, including those supported below the roof with un-braced projection above the roof 2.00 0.75 0.75 0.75 0.75 0.75 2.00 2.00 0.75 2.00 0.75 0.75 0.75 0.75 0.75 0.75 (1) (2),(3),(4)(3),(5) 25less than one-half its height, or braced or guyed to the structural frame at or above its center of mass3. Signs and billboards4. Mechanical, plumbing, and electrical equipment and machinery and associated piping 5. Tanks and vessels ( plus contents) including support system and anchorage6. Storage racks (includes contents) 7. Anchorage for permanent floor-supported cabinets and book stacks more than 1.5 meter in height ( includes contents) 8. Anchorage for suspended ceilings and light fixtures9. Access floor systems Notes :) 1 ( Equipment and machinery shall include but not be limited to such items as boilers, heat exchangers, chillers, pumps, motors, air-handling units, cooling towers, transformers switch gear control panels, and life safetyequipment. It shall include sprinkler systems, other major piping, and ducting , conduit, cable trays, etc. serving such equipment and machinery .) 2 ( Ceiling weight shall include all light fixtures and other equipment or partitions, which are laterally, supported by the ceiling. For purposes of determining the lateral seismic force, a ceiling weight of not less than 0.2 kpa shall be used .) 3 ( Applies for seismic zones 2A and 2B) 4 ( Ceiling constructed of lath and plaster or gypsum board screw or nail attached to suspended members that support a ceiling in a single plane extending from wall to wall need not be analyzed provided the walls are not over 15 m apart) 5 ( Wp for access floor system shall be the dead load of the access floor system plus 25% of the floor live load plus a 0.5-kpa-partition load allowance . Error !26 Error !27 Error !28 Error !29 Error !30