ICC IBC SEAOC SSDM V2 2018
$42.79
2018 IBC SEAOC Structural/Seismic Design Manual Volume 2: Examples for Light-Frame, Tilt-Up and Masonry Buildings
| Published By | Publication Date | Number of Pages |
| ICC | 2018 | 381 |
2018 IBC® SEAOC Structural/Seismic Design Manual, Volume 2: Examples for Light-Frame, Tilt-up, and Masonry Buildings This series provides a step-by-step approach to applying the structural provisions of the 2018 International Building Code® and referenced standards. Volume 2 contains code application examples of light-frame, tilt-up, and masonry construction. Diaphragm flexibility, center of mass, collectors and chords, deflection, and anchorage are discussed through examples. In- and out-of-plane seismic loads are analyzed. Volume 2 details sample structures of wood, cold-formed steel, tilt-up concrete, and masonry, including: Four-Story Wood Light-Frame Hotel Cold-Formed Steel Light-Frame Three-Story Apartment on Concrete Podium Masonry Shear Wall Building Tilt-Up Wall Building with Openings An excellent reference and study guide for the NCEES Structural Exam, this manual is an invaluable resource for civil and structural engineers, architects, academics, and students.
PDF Catalog
| PDF Pages | PDF Title |
|---|---|
| 1 | 2018 IBC® SEAOC STRUCTURAL/SEISMIC DESIGN MANUAL VOLUME 2: EXAMPLES FOR LIGHT-FRAME, TILT-UP, AND MASONRY BUILDINGS |
| 2 | 2018 IBC® SEAOC STRUCTURAL/SEISMIC DESIGN MANUAL VOLUME 2: EXAMPLES FOR LIGHT-FRAME, TILT-UP, AND MASONRY BUILDINGS TITLE PAGE |
| 3 | COPYRIGHT PUBLISHER EDITOR DISCLAIMER |
| 4 | SUGGESTIONS FOR IMPROVEMENT ERRATA NOTIFICATION |
| 6 | TABLE OF CONTENTS |
| 8 | PREFACE TO THE 2018 IBC SEAOC SEISMIC/STRUCTURAL DESIGN MANUAL |
| 10 | PREFACE TO VOLUME 2 |
| 12 | ACKNOWLEDGEMENTS |
| 14 | REFERENCES |
| 22 | HOW TO USE THIS DOCUMENT |
| 24 | DESIGN EXAMPLE 1: FOUR-STORY WOOD LIGHT-FRAME STRUCTURE |
| 25 | 1. BUILDING GEOMETRY AND LOADS 1.1 GIVEN INFORMATION |
| 26 | FIGURE 1-1 BUILDING ELEVATION |
| 27 | FIGURE 1-2 TYPICAL FOUNDATION PLAN |
| 28 | FIGURE 1-3 TYPICAL FLOOR FRAMING PLAN |
| 29 | FIGURE 1-4 TYPICAL ROOF FRAMING PLAN |
| 30 | FIGURE 1-5 TYPICAL BUILDING SECTIONS 1.2 FACTORS THAT INFLUENCE DESIGN |
| 31 | FIGURE 1-6 TYPICAL GRADE STAMP |
| 36 | FIGURE 1-7 FLOOR FRAMING AT WALL |
| 37 | TABLE 1-1 VERTICAL DISPLACEMENTS |
| 40 | 1.3 WEIGHTS |
| 41 | TABLE 1-2 WEIGHTS OF ROOF AND FLOOR DIAPHRAMS 2. CALCULATION OF THE DESIGN BASE SHEAR 2.1 CLASSIFY THE STRUCTURAL SYSTEM 2.2 DESIGN SPECTRAL ACCELERATIONS 2.3 RESPONSE SPECTRUM EQUATION 12.8-7 |
| 42 | EQUATION 11.4-5 EQUATION 11.4-6 FIGURE 1-8 DESIGN RESPONSE SPECTRUM FOR THE EXAMPLE BUILDING |
| 43 | 2.4 HORIZONTAL IRREGULARITIES 2.5 VERTICAL IRREGULARITIES 2.6 LATERAL FORCE PROCEDURE |
| 45 | 2.7 BASE SHEAR EQUATION 12.8-1 2.8 VERTICAL DISTRIBUTION OF SHEAR TABLE 1-3 VERTICAL DISTRIBUTION OF SHEAR FROM SECTION 12.8.3 |
| 46 | EQUATION 12.8-11 EQUATION 12.8-12 2.9 REDUNDANCY FACTOR 3. LOCATION OF SHEAR WALLS AND HORIZONTAL DISTRIBUTION OF SHEAR 3.1 LOCATION OF SHEAR WALLS 3.2 FLEXIBLE VS. RIGID DIAPHRAGM ANALYSIS |
| 47 | 3.3 USE OF CANTILEVER DIAPHRAGMS |
| 49 | 3.4 WEAK AND SOFT STORIES IN LIGHT-FRAME STRUCTURES |
| 50 | 4. MECHANICS OF MULTISTORY SEGMENTED SHEAR WALLS AND LOAD COMBINATIONS 4.1 OVERTURNING EFFECTS OF SHEAR-TRANSFER (DRAG) TRUSSES |
| 51 | FIGURE 1-9 OVERTURNING AT SHEAR-TRANSFER (DRAG) TRUSS |
| 52 | ASCE 7 §2.3.6, EQUATION 7 EQUATION 12.4-3 |
| 53 | ASCE 7 §2.3.6, EQUATION 6 EQUATION 12.4-3 ASCE 7 §2.4.5, EQUATION 10 EQUATION 12.4-3 ASCE 7 §2.4.5, EQUATION 8 EQUATION 12.4-3 |
| 54 | 4.2 SHEAR WALL CUMULATIVE OVERTURNING FORCES AND WALL STABILITY FIGURE 1-10 OVERTURNING FORCES AT FLOOR LEVEL |
| 55 | FIGURE 1-11 FRAMING SECTION AT FLOOR |
| 56 | FIGURE 1-12 OVERTURNING FORCES AT FLOOR LEVEL FIGURE 1-13 FRAMING SECTION AT FLOOR |
| 57 | FIGURE 1-14 CUMULATIVE OVERTURNING FORCES |
| 58 | 4.3 LOAD COMBINATIONS IBC EQUATION 16-21 IBC EQUATION 16-22 |
| 59 | ASCE 7 EQUATION 8 ASCE 7 EQUATION 9 ASCE 7 EQUATION 10 ASCE 7 EQUATION 8 ASCE 7 EQUATION 9 ASCE 7 EQUATION 10 4.4 DETERMINE MECHANICS OF SEGMENTED SHEAR WALL C 4.4A SHEAR WALL CHORD (BOUNDARY) MEMBERS |
| 60 | FIGURE 1-15 TENSION AND COMPRESSION FORCES FIGURE 1-15A ROTATION AT WALL BASE |
| 61 | FIGURE 1-16 EXAMPLE PLAN SECTION AT BOUNDARY MEMBERS |
| 63 | IBC EQUATION 16-21 |
| 64 | TABLE 1-4 DETERMINATION OF SHEAR WALL CHORD MEMBER FORCES AT LINE C |
| 65 | TABLE 1-5 DETERMINATION OF SHEAR WALL CHORD MEMBERS AT LINE C |
| 66 | NDS EQUATION 3.7-1 |
| 67 | 4.4B DETERMINATION OF RESISTING MOMENTS AND UPLIFT FORCES |
| 68 | TABLE 1-6 DETERMINE SHEAR ALL UPLIFT FORCES USING ASCE 7 LOAD COMBINATIONS AT LINE C 4.4C SHEAR WALL TIE-DOWN SYSTEM COMPONENTS |
| 69 | TABLE 1-7 DETERMINE ROD SIZES, CAPACITIES, AND ELONGATIONS AT LINE C |
| 71 | TABLE 1-8 DETERMINE BEARING-PLATE SIZES AND CAPACITIES AT LINE C |
| 73 | FIGURE 1-17 BEARING ZONE THROUGH FRAMING FROM UPLIFTING POSTS TO BEARING DEVICE |
| 74 | 4.4D BEARING ZONE THROUGH FRAMING 4.4E SILL PLATE CRUSHING |
| 75 | TABLE 1-9 DEFORMATION ADJUSTMENT FACTOR FOR BEARING CONDITION FIGURE 1-18 Fc⊥LOAD DEFORMATION CURVE EQUATION 1.0 EQUATION 2.0 |
| 76 | EQUATION 3.0 TABLE 1-10 DETERMINE SILL PLATE CRUSHING AT LINE C |
| 77 | TABLE 1-11 DETERMINE BEARING PLATE CRUSHING AT LINE C |
| 78 | 4.4F DETERMINE TIE-DOWN ASSEMBLY DISPLACEMENT TABLE 1-12 DETERMINE TIE-DOWN ASSEMBLY DISPLACEMENTS AT LINE C |
| 79 | 4.5 SEGMENTED SHEAR WALL DEFLECTION EQUATION 4.3-1 EQUATION C4.3.2-1 |
| 80 | FIGURE 1-19 SHEAR WALL HEIGHT—MODIFIED BALLOON FRAMING |
| 81 | FIGURE 1-20 SHEAR WALL HEIGHT—PLATFORM FRAMING |
| 82 | FIGURE 1-21 PROJECT da |
| 83 | FIGURE A-21A EFFECT OF da ON DRIFT |
| 84 | SDPWS EQUATION 4.3-1 |
| 85 | 5. MECHANICS OF MULTISTORY SHEAR WALLS WITH FORCE TRANSFER AROUND OPENINGS 5.1 DESIGN OF WALL FRAME WITH FORCE TRANSFER AROUND OPENINGS |
| 87 | 5.2 THOMPSON METHOD |
| 88 | FIGURE 1-22 WALL FORCE DETERMINATION |
| 90 | FIGURE 1-23 WALL FRAME SHOWING UPPER AND LOWER FREE-BODY PORTIONS |
| 91 | FIGURE 1-24 VERTICAL SHEAR FORCES ACTING ABOVE AND BELOW OPENING |
| 92 | FIGURE 1-25 FREE-BODY DIAGRAM U1 |
| 93 | FIGURE 1-26 FREE-BODY DIAGRAM L1 |
| 94 | FIGURE 1-27 FREE-BODY DIAGRAM U2 |
| 95 | FIGURE 1-28 FREE-BODY DIAGRAM L2 |
| 96 | FIGURE 1-29 SHEAR FORCES IN WALL |
| 97 | 5.3 THE DIEKMANN METHOD |
| 98 | FIGURE 1-30 WALL ELEVATION |
| 99 | FIGURE 1-31 TIE-DOWN FORCES |
| 100 | FIGURE 1-32 CORNER FORCES |
| 101 | FIGURE 1-33 TRIBUTARY LENGTHS |
| 102 | FIGURE 1-34 UNIT SHEARS DETERMINATION FIGURE 1-35 SUM FORCES IN PIERS |
| 104 | 5.4 COMPARISON OF THOMPSON METHOD WITH DIEKMANN METHOD FIGURE 1-36 SUM FORCES IN PIERS FIGURE 1-37 TIE FORCES |
| 105 | FIGURE 1-38 SHEAR FORCES IN SEGMENTS FIGURE 1-39 SHEAR FORCES IN SEGMENTS |
| 106 | 5.5 SHEAR WALL DEFLECTION USING WINDOW STRIPS (UNIT STRIP METHOD) FIGURE 1-40 ELEVATION OF WALL FRAME WITH OPENING EQUATION 4.3-1 |
| 107 | 5.6 SHEAR WALL DEFLECTION USING PERFORATED SHEAR WALL METHOD EQUATION 4.3-9 EQUATION 4.3-5 EQUATION 4.3-6 |
| 108 | 6. THE ENVELOPE PROCESS 6.1 ASSUMPTION OF FLEXIBLE DIAPHRAGMS 6.2 LATERAL FORCES ON SHEAR WALLS AND SHEAR WALL NAILING IDEALIZED AS FLEXIBLE DIAPHRAGMS |
| 110 | TABLE 1-13 FORCES TO WALLS AND REQUIRED PANEL NAILING FOR EAST-WEST DIRECTION |
| 112 | TABLE 1-14 FORCES TO WALLS AND REQUIRED PANEL NAILING FOR NORTH-SOUTH DIRECTION |
| 113 | 6.3 CALCULATION OF SHEAR WALL RIGIDITIES |
| 114 | FIGURE 1-41 |
| 115 | TABLE 1-15 DETERMINE TIE-DOWN ASSEMBLY DISPLACEMENTS AT THE ROOF LEVEL |
| 117 | TABLE 1-16 DEFLECTIONS OF SHEAR WALLS AT THE ROOF LEVEL IN THE EAST-WEST DIRECTION TABLE 1-17 DEFLECTIONS OF SHEAR WALLS AT THE ROOF LEVEL IN THE NORTH-SOUTH DIRECTION |
| 118 | TABLE 1-18 SHEAR WALL RIGIDITIES AT THE ROOF LEVEL |
| 119 | TABLE 1-19 TIE-DOWN ASSEMBLY DISPLACEMENTS AT THE FOURTH-FLOOR LEVEL |
| 120 | TABLE 1-20 DEFLECTIONS OF SHEAR WALLS AT THE FOURTH-FLOOR LEVEL IN THE EAST-WEST DIRECTION TABLE 1-21 DEFLECTIONS OF SHEAR WALLS AT THE FOURTH-FLOOR LEVEL IN THE NORTH-SOUTH DIRECTION |
| 121 | TABLE 1-22 SHEAR WALL RIGIDITIES AT THE FOURTH-FLOOR LEVEL |
| 122 | TABLE 1-23 TIE-DOWN ASSEMBLY DISPLACEMENTS AT THE THIRD-FLOOR LEVEL |
| 123 | TABLE 1-24 DEFLECTIONS OF SHEAR WALLS AT THE THIRD-FLOOR LEVEL IN THE EAST-WEST DIRECTION TABLE 1-25 DEFLECTIONS OF SHEAR WALLS AT THE THIRD-FLOOR LEVEL IN THE NORTH-SOUTH DIRECTION |
| 124 | TABLE 1-26 WALL RIGIDITIES AT THIRD-FLOOR LEVEL |
| 125 | TABLE 1-27 TIE-DOWN ASSEMBLY DISPLACEMENTS AT THE SECOND-FLOOR LEVEL |
| 126 | TABLE 1-28 DEFLECTIONS OF SHEAR WALLS AT THE SECOND-FLOOR LEVEL IN THE EAST-WEST DIRECTION TABLE 1-29 DEFLECTIONS OF SHEAR WALLS AT THE SECOND-FLOOR LEVEL IN THE NORTH-SOUTH DIRECTION |
| 127 | TABLE 1-30 WALL RIGIDITIES AT THE SECOND-FLOOR LEVEL |
| 128 | 6.4 DISTRIBUTION OF LATERAL FORCES TO THE SHEAR WALLS USING RIGID DIAPHRAGMS |
| 131 | FIGURE 1-42 CENTER OF RIGIDITY AND LOCATION OF DISPLACED CENTERS OF MASS FOR SECOND, THIRD, AND FOURTH-FLOOR LEVELS AND ROOF DIAPHRAGM |
| 132 | TABLE 1-31 DISTRIBUTION OF FORCES TO SHEAR WALLS BELOW THE ROOF LEVEL |
| 133 | TABLE 1-32 DISTRIBUTION OF FORCES TO SHEAR WALLS BELOW THE FOURTH-FLOOR LEVEL TABLE 1-33 DISTRIBUTION OF FORCES TO SHEAR WALLS BELOW THE THIRD-FLOOR LEVEL |
| 134 | TABLE 1-34 DISTRIBUTION OF FORCES TO SHEAR WALLS BELOW SECOND-FLOOR LEVEL 6.5 COMPARISON OF LOADS ON SHEAR WALLS USING FLEXIBLE DIAPHRAGM ASSUMPTIONS VS. RIGID DIAPHRAGM ASSUMPTIONS |
| 135 | TABLE 1-35 COMPARISON OF LOADS ON SHEAR WALLS USING FLEXIBLE VS. RIGID DIAPHRAGM ANALYSIS AND RECHECK OF NAILING IN WALLS |
| 136 | TABLE 1-35 COMPARISON OF LOADS ON SHEAR WALLS USING FLEXIBLE VS. RIGID DIAPHRAGM ANALYSIS AND RECHECK OF NAILING IN WALLS-CONTINUED |
| 137 | 6.6 DETERMINATION OF SEISMIC DRIFTS USING DIAPHRAGMS IDEALIZED AS RIGID |
| 138 | TABLE 1-36 DETERMINATION OF SEISMIC DRIFTS USING DIAPHRAGMS IDEALIZED AS RIGID |
| 139 | TABLE 1-36 DETERMINATION OF SEISMIC DRIFTS USING DIAPHRAGMS IDEALIZED AS RIGID |
| 140 | 6.7 DETERMINATION IF A TORSIONAL IRREGULARITY EXISTS FIGURE 1-43 DETERMINATION OF AVERAGE AND MAXIMUM STORY DRIFTS TABLE 1-37 DETERMINATION OF AVERAGE AND MAXIMUM STORY DRIFTS |
| 142 | 6.8 DETERMINATION OF BUILDING DRIFTS |
| 143 | TABLE 1-38 DRIFT CHECK AT EACH LEVEL |
| 144 | TABLE 1-38 DRIFT CHECK AT EACH LEVEL-CONTINUED |
| 145 | 7. DESIGN AND DETAILING OF SHEAR WALL AT LINE C 7.1 DETAIL OF SHEAR TRANSFER AT ROOF FIGURE 1-44 DETAIL OF SHEAR TRANSFER AT ROOF |
| 146 | 7.2 DETAIL OF SHEAR TRANSFER AT SECOND FLOOR FIGURE 1-45 DETAIL OF SHEAR TRANSFER AT SECOND-FLOOR LEVEL |
| 147 | 7.3 DESIGN SHEAR TRANSFER AT FOUNDATION SILL PLATE |
| 148 | FIGURE 1-46 SHEAR TRANSFER AT THE FOUNDATION |
| 150 | FIGURE 1-47 SILL PLATE AT THE FOUNDATION EDGE |
| 151 | 8. DIAPHRAGM DEFLECTIONS TO DETERMINE IF THE DIAPHRAGM IS FLEXIBLE 8.1 ROOF DIAPHRAGM CHECK |
| 152 | ASCE 7 EQUATION 12.10-1 SDPWS EQUATION 4.2-1 |
| 153 | 9. DISCONTINUOUS SYSTEM CONSIDERATIONS AND THE OVERSTRENGTH FACTOR 9.1 ANCHOR FORCES TO PODIUM SLAB |
| 154 | 10. SPECIAL INSPECTION AND STRUCTURAL OBSERVATION |
| 155 | 11. ITEMS NOT ADDRESSED IN THIS EXAMPLE |
| 156 | DESIGN EXAMPLE 2: FLEXIBLE DIAPHRAGM DESIGN FIGURE 2-1 TYPICAL BUILDING WITH FLEXIBLE DIAPHRAGM |
| 157 | FIGURE 2-2 EXAMPLE’S ROOF PLAN FIGURE 2-3 EXAMPLE’S BUILDING SECTION |
| 158 | 1. BUILDING GEOMETRY AND LOADS 1.1 GIVEN INFORMATION 2. ROOF DIAPHRAGM LATERAL LOADING 2.1 ROOF DIAPHRAGM SHEAR COEFFICIENT EQUATION 12.10-1 |
| 159 | EQUATION 12.10-2 EQUATION 12.10-3 EQUATION 12.10-4 EQUATION 12.10-7 EQUATION 12.10-4 EQUATION 12.10-5 |
| 160 | 2.2 ROOF DIAPHRAGM SHEARS FIGURE 2-4 EAST-WEST DIAPHRAGM LOADING |
| 162 | FIGURE 2-5 NORTH-SOUTH DIAPHRAGM LOADING 3. SHEAR NAILING OF THE ROOF DIAPHRAGM (NORTH-SOUTH) |
| 163 | TABLE 2-1 ALLOWABLE DIAPHRAGM SHEAR CAPACITIES |
| 164 | TABLE 2-2 EVALUATION OF NAILING ZONE DISTANCES COMMENTARY |
| 165 | FIGURE 2-6 ILLUSTRATION OF NAILING ZONE LOCATIONS 4. CONSIDERATIONS FOR PLAN IRREGULARITIES |
| 166 | 5. DIAPHRAGM CHORDS (NORTH-SOUTH) FIGURE 2-7 INTERFACE OF DIAPHRAGM AT WALL |
| 167 | 6. DIAPHRAGM COLLECTORS |
| 168 | 6.1 DESIGN THE COLLECTOR ALONG LINE 3 BETWEEN LINES B AND C 6.2 DETERMINE THE COLLECTOR FORCE IN THE STEEL BEAM COLLECTOR 6.3 DETERMINE THE WOOD NAILER ATTACHMENT ON THE STEEL BEAM COLLECTOR |
| 169 | 6.4 CHECK STEEL BEAM COLLECTOR AS REQUIRED BY SECTION 12.10.3.4 |
| 170 | EQUATION E3-4 EQUATION E3-2 EQUATION E3-1 |
| 171 | EQUATION E3-4 EQUATION E3-2 EQUATION E3-1 |
| 172 | 6.5 COLLECTOR CONNECTION TO SHEAR WALL 7. DIAPHRAGM DEFLECTION 7.1 DEFLECTION OF NORTH-SOUTH DIAPHRAGM EQUATION 4.2-1 |
| 174 | TABLE 2-3 WORKSHEET COMPUTING SHEAR DEFORMATION EQUATION 12.8-15 |
| 175 | 7.2 LIMITS ON DIAPHRAGM DEFLECTION FIGURE 2-8 BUILDING SECTION WITH DIAPHRAGM DEFORMATION |
| 176 | EQUATION 12.8-16 |
| 177 | 7.3 DEFORMATION COMPATIBILITY ISSUES |
| 178 | DESIGN EXAMPLE 3: THREE-STORY LIGHT-FRAME MULTIFAMILY BUILDING DESIGN USING COLD-FORMED STEEL WALL FRAMING AND WOOD FLOOR AND ROOF FRAMING |
| 179 | DESIGN EXAMPLE BUILDING FIGURE 3-1 APARTMENT COMPLEX FRONT ELEVATION |
| 180 | FIGURE 3-2 FIRST-FLOOR PLAN-BUILDINGS A AND B SITTING ON A COMMON PODIUM DECK |
| 181 | FIGURE 3-3 SECOND-FLOOR PLAN FIGURE 3-4 THIRD-FLOOR PLAN |
| 182 | FIGURE 3-5 ROOF PLAN |
| 183 | FIGURE 3-6 SHEAR WALL ELEVATION USING MIXED FRAMING MATERIALS—COLD-FORMED STEEL (CFS) LIGHT-FRAME SHEAR WALL AND WOOD-FRAME FLOOR AND ROOF |
| 184 | MIXED-USE, MULTIFAMILY, MULTISTORY PROJECTS FIRE-RESISTIVE CONSTRUCTION |
| 185 | TERMINOLOGY DESIGN EXAMPLE OUTLINE—CODES |
| 186 | 1. BUILDING GEOMETRY AND SEISMIC CRITERIA 1.1 GIVEN INFORMATION |
| 187 | 2. ROOF AND FLOOR GRAVITY LOADS 2.1 ROOF LOADING TABLE 3-1 ROOF DEAD-LOAD MATERIALS |
| 188 | 2.2 THIRD-FLOOR AND SECOND-FLOOR DEAD LOAD AND SUPERIMPOSED LIVE LOADS TABLE 3-2 THIRD-AND SECOND-FLOOR LIVE LOADS TABLE 3-3 THIRD AND SECOND-FLOOR DEAD LOADS |
| 189 | 2.3 INTERIOR PARTITION WALL LOADS (GRAVITY DESIGN) |
| 190 | TABLE 3-4 PARTITION DEAD-LOAD MATERIAL 2.4 EXTERIOR WALL WEIGHTS |
| 191 | TABLE 3-5 EXTERIOR WALL DEAD-LOAD MATERIAL 2.5 EXTERIOR WALL AND INTERIOR WALL PARTITION GRAVITY AND LATERAL LOADS |
| 192 | 3. LATERAL LOADING: SEISMIC 3.1 LATITUDE AND LONGITUDE |
| 193 | 3.2 BUILDING SITE SEISMIC DATA TABLE 3-6 SPECTRAL ACCELERATIONS |
| 194 | 3.3 BUILDINGS A AND B—SEISMIC DESIGN REQUIREMENTS EQUATION 12.8-1 EQUATION 12.8-2 EQUATION 12.8-3 EQUATION 12.8-4 EQUATION 12.8-5 EQUATION 12.8-6 |
| 195 | 3.4 BUILDING MASS |
| 196 | FIGURE 3-7 LAYOUT OF BUILDINGS A AND B ON LARGER PODIUM DECK |
| 197 | FIGURE 3-8 BUILDING B FOOTPRINT 3.5 SEISMIC WEIGHT TABLE 3-7 BUILDING B WEIGHTS FOR BUILDING BASE SHEAR (V) CALCULATIONS |
| 199 | 3.6 BUILDING BASE SHEAR (V)—STRENGTH LEVEL 3.7 VERTICAL DISTRIBUTION OF SEISMIC DESIGN FORCES, STORY SHEARS, AND DIAPHRAGM FORCES TABLE 3-8 BUILDIGN ZONE B1 |
| 200 | TABLE 3-9 BUILDING ZONE B2 EQUATION 12.10-3 EQUATION 12.10-2 4. DIAPHRAGM FLEXIBILITY |
| 202 | 5. FLEXIBLE DIAPHRAGM CONDITION 6. BUILDING CLASSIFICATION: REGULAR OR IRREGULAR TABLE 3-10 APPLICABILITY OF HORZONTAL STRUCTURAL IRREGULARITIES TO BUILDING B |
| 203 | FIGURE 3-9 BUILDING B SCHEMATIC PLANS FOR REENTRANT CORNER DETAIL CHECK |
| 204 | TABLE 3-11 APPLICABILITY OF VERTICAL STRUCTURAL IRREGULARITIES TO BUILDING B 7. REDUNDANCY FACTOR |
| 207 | 8. REDUNDANCY CHECK FOR BUILDING B |
| 208 | TABLE 3-12 BUILDING B STORY SHEAR SUMMATION CHECK |
| 210 | 9. SELECTED ANALYTICAL PROCEDURE 10. DISTRIBUTION OF SEISMIC FORCES TO SHEAR WALLS |
| 211 | TABLE 3-13 BUILDING B VERTICAL SEISMIC-FORCE-RESISTING SYSTEM SEISMIC STORY FORCES (pounds per square foot) FIGURE 3-10 BUILDING B ZONES (plain view) TABLE 3-14 VERTEX ZONE SEISMIC DESIGN FORCES |
| 212 | 11. SHEATHED CFS-STUD SHEAR WALLS: FRAMING MATERIALS 11.1 SCREW DESIGN TABLE 3-15 SCREW SIZES AND PROPERTIES |
| 213 | AISI S100 EQUATION J6.1-1 AISI S100 EQUATION J6.1-2 |
| 215 | 11.2 CFS STUD DESIGN TABLE 3-16 CFS THICKNESS PROPERTIES |
| 216 | TABLE 3-17 CFS PRODUCT DESIGNATIONS TABLE 3-18 SHEATHED SHEAR WALL MINIMUM CFS STUD DIMENSIONAL REQUIREMENTS TABLE 3-19 SHEATHED SHEAR WALL MINIMUM CFS STUD MATERIAL REQUIREMENTS 11.3 SHEAR WALL SHEATHING |
| 218 | TABLE 3-20A AISI S400 TABLE E1.3-1: UNIT NOMINAL STRENGTH [RESISTANCE] (Vn) PER UNIT LENGTH FOR SEISMIC AND OTHER IN-PLANE LOADS FOR SHEAR WALLS SHEATHER WITH WOOD STRUCTURAL PANELS ON ONE SIDE OF WALL TABLE 3-20B AISI S400 TABLE E2.3-1: UNIT NOMINAL STRENGTH [RESISTANCE] (Vn) PER UNIT LENGTH FOR SEISMIC AND OTHER IN-PLANE LOADS FOR SHEAR WALLS WITH STEEL SHEET SHEATHING ON ONE SIDE OF WALL |
| 219 | 11.4 SPECIAL SEISMIC REQUIREMENTS |
| 220 | 12. SHEAR WALL DESIGN EXAMPLE: BUILDING B |
| 221 | 12.1 SHEAR WALL SHEAR AND OVERTURNING REQUIRED STRENGTH (BUILDING B, ZONE B1) TABLE 3-21 SHEAR WALL DESIGN INFORMATION (LRFD) |
| 222 | FIGURE 3-11 BUILDING B—THIRD FLOOR SHEAR WALLS FIGURE 3-12 BUILDING B—SECOND FLOOR SHEAR WALLS FIGURE 3-13 BUILDING B—FIRST FLOOR SHEAR WALLS |
| 223 | FIGURE 3-14 OPTION 1: FULL-LENGTH, STACKED SHEAR WALL FIGURE 3-15 OPTION 2: SHORT FIRST-FLOOR SHEAR WALL FIGURE 3-16 OPTION 3: SHORT, STACKED SHEAR WALL |
| 224 | 12.2 SHEAR WALL CONFIGURATION AND TYPE |
| 225 | 12.3 SHEAR WALL SHEATHING AND SCREW SELECTION |
| 226 | TABLE 3-22 SHEAR WALL STRENGTHS |
| 227 | TABLE 3-23 OPTION 1: SHEAR WALL LENGTHS: FULL LENGTH SHEAR WALLS EACH FLOOR LEVEL (L = 37 feet) TABLE 3-24 OPTION 2: SHEAR WALL LENGTHS (L = third floor, second floor = 37 feet; L = first floor = 25 feet) TABLE 3-25 OPTION 3: SHORT-LENGTH SHEAR WALLS EACH FLOOR LEVEL (L = 25 feet) |
| 228 | 12.4 OVERTURNING RESTRAINT (TIE-DOWN) SYSTEM REQUIRED STRENGTH |
| 229 | FIGURE 3-17 OVERTURNING RESTRAINT IN STACKED CFS-FRAMED SHEAR WALL |
| 230 | TABLE 3-26 SHEAR WALL OVERTURNING MOMENT (OTM) OPTION 1 AND OPTION 3 |
| 231 | TABLE 3-27 SHEAR WALL OTM OPTION 2: (Wall length L: 3rd, 2nd floor = 37 feet, 1st floor = 25 feet) FIGURE 3-18 OPTION 2 SHEAR WALL R-L OTM AND REACTIONS |
| 233 | TABLE 3-28 SHEAR WALL OTM DESIGN INFORMATION TABLE 3-29 OPTION 1 SHEAR WALL (wall length = 37 ft) |
| 234 | TABLE 3-30 OPTION 2 SHEAR WALL (wall length = 37 ft and 25 ft) TABLE 3-31 OPTION 2 SHEAR WALL (wall length = 37 ft and 25 ft) FIGURE 3-19 OPTION 2 SHEAR WALL |
| 235 | TABLE 3-32 OPTION 3 SHEAR WALL (wall length = 25 ft) TABLE 3-32A OPTION 1 SHEAR WALL—COMPARISON OF DESIGN FORCES (LRFD) |
| 237 | TABLE 3-33 OPTION 1 SHEAR WALL TABLE 3-34 OPTION 2 SHEAR WALL TABLE 3-35A OPTION 3 SHEAR WALL |
| 238 | TABLE 3-35B OPTION 3 SHEAR WALL 12.5 OVERTURNING RESTRAINT (TIE-DOWN) SYSTEM AVAILABLE STRENGTH AND DISPLACEMENT |
| 239 | FIGURE 3-20 DETAIL OF THE THIRD-FLOOR BRIDGE-BLICK TERMINATION OF THE CONTINUOUS ROD TIE-DOWN SYSTEM |
| 240 | FIGURE 3-21 TYPICAL CHORD-STUD ASSEMBLY OF THE FLOOR LINE. CONTINUOUS ROD TIE-DOWN (HOLD-DOWN) SYSTEM CHORD STUDS AT THE SECOND AND THIRD FLOORS |
| 242 | TABLE 3-36 CONTINUOUS ROD TIE-DOWN SYSTEM REQUIRED, PROVIDED STRENGTH, AND ROD SIZES (OPTION 3: SHEAR WALL)—LRFD |
| 243 | TABLE 3-37 OPTION 3 AMPLIFIED DESIGN FORCES (Ω0) AND TIE-ROD BEARING PLATE SIZING—LRFD |
| 246 | AISC 360 EQUATION F11-1 AISC 360 EQUATION G2-1 |
| 248 | 12.6 SHEAR WALL CHORD STUDS |
| 249 | ASCE 7 EQUATION 6 |
| 250 | ASCE 7 EQUATION 6 |
| 251 | ASCE 7 EQUATION 6 |
| 252 | TABLE 3-38 OPTION 3 SHEAR WALL: SUMMARY OF CFS CHORD STUD DIFFERENTIAL UPLIFT AND ACCUMULATIVE DOWNWARD COMPRESSION DESIGN LOADS TABLE 3-39 OPTION 3 SHEAR WALL CFS CHORD STUD SIZE, NUMBER, AND STRENGTH |
| 257 | FIGURE 3-22 CHORD STUD ALIGNMENT |
| 258 | TABLE 3-40 OPTION 3 SHEAR WALL: CONTINUOUS TIE-DOWN ROD LOCATION CHECK FROM END OF WALL |
| 259 | 12.7 BRIDGE BLOCK AND CHORD-STUD ASSEMBLIES FIGURE 3-23 CHORD-STUD ASSEMBLY AT WOOD BRIDGE BLOCK |
| 260 | FIGURE 3-24 CHORD AND CRIPPLE STUDS ORIENTED TOE-TO-TOE (PLAIN VIEW) |
| 262 | FIGURE 3-25 WOOD BRIDGE BLOCK AT THIRD-FLOOR CHORD-STUD ASSEMBLY |
| 264 | 12.8 SHEAR TRANSFER |
| 265 | FIGURE 3-26 SHEAR TRANSFER THROUGH WOOD FLOOR FRAMING |
| 267 | TABLE 3-41 NOMINAL SCREW SHEAR VALUES (Pss) FROM CFSEI TECHNICAL NOTE F701-12 AISI S100 EQUATION J6.1-1 AISI S100 EQUATION J6.1-2 |
| 269 | TABLE 3-42 NDS TABLE 11.3.1A “YIELD LIMIT EQUATIONS” |
| 271 | TABLE 3-43 SCREW SHEAR DESIGN VALUE COMPARISON BETWEEN WOOD AND CFS TABLE 3-44 SHEAR WALL SHEATHING SHEAR DESIGN |
| 273 | ACI 318 EQUATION 17.5.2.1A |
| 275 | TABLE 3-45 OPTION 3 SHEAR WALL SHEAR WALL FASTENER SPACING AT FLOOR LINE 12.9 DISCONTINUOUS SHEAR WALL |
| 276 | 13. SHEAR WALL DEFLECTION |
| 278 | TABLE 3-46 OPTION 3 SHEAR WALL: DEFLECTION VARIABLES TABLE 3-47 OPTION 3 SHEAR WALL: DEFLECTION VARIABLES |
| 280 | ASCE 7 EQUATION 12.8-15 |
| 281 | TABLE 3-48 SUMMARY OF TOP-OF-WALL DEFLECTIONS ASCE 7 EQUATION 12.12-2 |
| 282 | 14. DISCUSSION: FRAMING WITH COLD-FORMED STEEL 14.1 WALL STUD BRACING |
| 284 | FIGURE 3-27 CFS STUD-WALL U-CHANNEL BRIDGING—STRONGBACK ANCHORAGE (PLAIN VIEW) |
| 285 | FIGURE 3-28 CFS STUD-WALL FLAT STRAP BRACING AND BLOCKING—STRONGBACK ANCHORAGE (PLAIN VIEW) |
| 286 | FIGURE 3-29 CFS STUD-WALL FLAT-STRAP BRACING—DIAGONAL STRAP BRACING ANCHORAGE (ELEVATION VIEW) 14.2 WALL STUD HEIGHT: BEARING AND NONBEARING STUDS |
| 287 | 14.3 FLOOR SYSTEMS FIGURE 3-30 FLOOR-JOIST PLATFORM-FRAMED CFS LIGHT-FRAME CONSTRUCTION |
| 288 | FIGURE 3-31 LEDGER-FRAMED CFS LIGHT-FRAME CONSTRUCTION FIGURE 3-32 AISI S240 FIGURE B1.2.3-1: “IN-LINE FRAMING” |
| 289 | FIGURE 3-33 CONCRETE OVER STEEL-DECK FLOOR |
| 291 | 15. DISCUSSION: SEISMIC JOINTS 15.1 BUILDING SEISMIC JOINTS 15.2 PEDESTRIAN BRIDGES |
| 292 | 16. DISCUSSION: ELEVATORS 16.1 SEISMIC AND FRAMING CONSIDERATIONS |
| 293 | 16.2 ELEVATOR SHAFT WALLS |
| 294 | 17. ITEMS NOT ADDRESSED IN THIS EXAMPLE 18. REFERENCES |
| 296 | DESIGN EXAMPLE 4: MASONRY SHEAR WALL BUILDING |
| 297 | 1. BUILDING GEOMETRY AND LOADS 1.1 GIVEN INFORMATION 1.2 BUILDING WEIGHTS |
| 298 | FIGURE 4-1 FLOOR PLAN FIGURE 4-2 ROOF FRAMING PLAN |
| 299 | FIGURE 4-3 ELEVATION ON LINE A FIGURE 4-4 SECTION THROUGH CMU WALL ALONG LINES 1 AND 3 |
| 300 | 2. CALCULATION OF THE DESIGN BASE SHEAR AND LOAD COMBINATIONS 2.1 DESIGN SPECTRAL ACCELERATIONS 2.2 CLASSIFY THE STRUCTURAL SYSTEM AND DETERMINE SEISMIC DESIGN PARAMETERS |
| 301 | 2.3 RESPONSE SPECTRUM EQUATION 12.8-7 EQUATION 11.4-5 EQUATIO 11.4-6 2.4 HORIZONTAL IRREGULARITIES 2.5 VERTICAL IRREGULARITIES 2.6 LATERAL FORCE PROCEDURE |
| 302 | 2.7 BASE SHEAR EQUATIONS 12.8-2 AND EQUATION 12.8-3 EQUATIONS 12.8-5 AND EQUATIONS 12.8-6 EQUATION 12.8-1 2.8 REDUNDANCY FACTOR 2.9 LOAD COMBINATIONS |
| 303 | 3. DESIGN OF WALLS TO RESIST IN-PLANE SEISMIC LOADS FIGURE 4-5 DEAD LOADS ON WALL ALONG LINE A FIGURE 4-6 EARTHQUAKE LOADS ON WALL ALONG LINE A |
| 304 | 3.1 PRELIMINARY REINFORCEMENT LAYOUT FIGURE 4-7 LAYOUT OF REINFORCEMENT FOR 8 FOOT LONG WALL SEGMENT LINE A |
| 305 | 3.2 IN-PLANE AXIAL AND FLEXURAL LOADS |
| 306 | TMS 402 EQUATION 9-15 |
| 307 | TABLE 4-1 EQUILIBRIUM CALCULATIONS FOR FLEXURAL STRENGTH WITH NO AXIAL LOAD (c = 6.14 in) |
| 308 | TABLE 4-2 EQUILIBRIUM CALCULATIONS FOR FLEXURAL STRENGTH AT BALANCED CONDITION (c = 50.3 in) FIGURE 4-8 LAYOUT OF REINFORCEMENT FOR 8 FOOT LONG WALL SEGMENT |
| 309 | 3.3 MAXIMUM REINFORCEMENT TABLE 4-3 MINIMUM STRAIN REQUIRED FOR SATISFYING MAXIMUM REINFORCEMENT RATIO |
| 310 | TABLE 4-4 EQUILIBRIUM CALCULATIONS FOR MAXIMUM REINFORCEMENT (c = 8.91 in) 3.4 IN-PLANE SHEAR STRENGTH |
| 311 | TMS 402 EQUATION 9-17 TMS 402 EQUATION 9-20 TMS 402 EQUATION 9-21 TMS 402 EQUATION 9-18 TMS 402 EQUATION 9-19 |
| 312 | 3.5 SHEAR FRICTION STRENGTH TMS 402 EQUATION 9-33 TMS 402 EQUATION 9-34 |
| 313 | 4. DESIGN OF WALLS TO RESIST OUT-OF-PLANE SEISMIC LOADS EQUATION 9-22 4.1 DESIGN OF WALL ON LINE 1 (NO OPENINGS) |
| 314 | TMS 402 EQUATION 9-31 TMS 402 EQUATION 9-30 |
| 315 | TMS 402 EQUATION 9-23 TMS 402 EQUATION 9-24 |
| 316 | TMS 402 EQUATION 9-32 4.2 DESIGN OF WALL SEGMENT ON LINE A FIGURE 4-9 TRIBUTARY WIDTH FOR OUT-OF-PLANE LOADS FOR AN 8 FOOT LONG WALL SEGMENT |
| 317 | TMS 402 EQUATION 9-27 TMS 402 EQUATION 9-28 TMS 402 EQUATION 9-29 FIGURE 4-10 OUT-OF-PLANE LOADS FOR AN 8 FOOT LONG WALL SEGMENT |
| 318 | TMS 402 EQUATION 9-31 TMS 402 EQUATION 9-30 |
| 319 | 5. OUT-OF-PLANE WALL ANCHORAGE 5.1 CALCULATION OF ANCHORAGE FORCES ASCE 7 EQUATION 12.11-1 ASCE 7 EQUATION 12.11-2 5.2 DESIGN OF ANCHORAGE CONNECTION TMS 402 EQUATION 9-1 |
| 320 | FIGURE 4-11 OUT-OF-PLANE ANCHORAGE CONNECTION TMS 402 EQUATION 9-2 |
| 321 | FIGURE 4-12 OVERLAP OF PROJECTED TENSILE AREAS |
| 322 | DESIGN EXAMPLE 5: TILT-UP BUILDING |
| 323 | 1. BUILDING GEOMETRY AND LOADS 1.1 GIVEN INFORMATION |
| 324 | FIGURE 5-1 ROOF FRAMING PLAN |
| 325 | FIGURE 5-2 BUILDING SECTION 2. OVERVIEW OF ACI SLENDER WALL DESIGN 3. OUT-OF-PLANE LATERAL DESIGN WALL FORCES |
| 326 | FIGURE 5-3 ELEVATION VIEW OF WALL PANEL FIGURE 5-4 WALL-LOADING DIAGRAM |
| 327 | 3.1 SEISMIC COEFFICIENT OF WALL ELEMENT 3.2 LOAD COMBINATIONS FOR STRENGTH DESIGN IBC EQUATION 16-5 EQUATION 12.4-1 EQUATION 12.4-2 EQUATION 12.4-3 3.3 LATERAL OUT-OF-PLANE WALL FORCES |
| 328 | 4. PRIMARY MOMENT FROM THE OUT-OF-PLANE FORCES FIGURE 5-5 LOADING DIAGRAM |
| 329 | 4.1 DETERMINE THE SHEAR REACTIONS AT TOP AND BOTTOM WALL SUPPORTS 4.2 DETERMINE MU OUT-OF-PLANE (OOP) 5. PRIMARY MOMENT FROM THE VERTICAL LOAD ECCENTRICITY |
| 330 | 6. TOTAL FACTORED MOMENT INCLUDING P-DELTA EFFECTS |
| 331 | 6.1 DETERMINE THE TOTAL VERTICAL LOAD 6.2 DETERMINE NECESSARY SECTION PROPERTIES FIGURE 5-6 CROSS SECTION |
| 332 | EQUATION 22.2.2.4.1 6.3 DETERMINE THE TOTAL FACTORED MOMENT MAGNIFIED FOR P-Δ EFFECTS 7. NOMINAL MOMENT STRENGTH |
| 333 | 7.1 CHECK FLEXURAL CRACKING MOMENT EQUATION 24.2.3.5A 7.2 CHECK SECTION FOR TENSION-CONTROLLED RESTRICTION 7.3 CHECK THE MAXIMUM VERTICAL STRESS AT MIDHEIGHT IBC EQUATION 16-1 IBC EQUATION 16-2 IBC EQUATION 16-3 IBC EQUATION 16-4 IBC EQUATION 16-5 IBC EQUATION 16-6 IBC EQUATION 16-7 |
| 334 | IBC EQUATION 16-1 IBC EQUATION 16-3 IBC EQUATION 16-5 8. SERVICE-LOAD DEFLECTION CONSIDERATIONS |
| 335 | EQUATION 11.8.4.3A EQUATION 11.8.4.3B 8.1 DETERMINE THE APPLIED SERVICE-LEVEL MOMENT |
| 336 | 8.2 COMPUTE THE INITIAL SERVICE-LOAD DEFLECTION 8.3 DETERMINE THE SERVICE-LOAD MOMENT Ma, INCLUDING P-DELTA EFFECTS |
| 337 | FIGURE 5-7 VERTICAL LOADING DIAGRAM |
| 338 | FIGURE 5-8 FREE-BODY DIAGRAM |
| 339 | COMMENTARY FIGURE 5-9 TYPICAL PANEL REINFORCING |
| 340 | 9. WALL ANCHORAGE AT ROOF PURLINS (NORTH-SOUTH LOADING) 9.1 FORCES ON WALL-ANCHORAGE TIES |
| 341 | EQUATION 12.11-1 |
| 342 | FIGURE 5-10 WALL SECTION WITH LOADING COMMENTARY 9.2 CHECK CONCRETE ANCHORAGE OF TYPICAL WALL-ROOF TIE |
| 343 | FIGURE 5-11 STEEL JOIST TO WALL-TIE DETAIL |
| 344 | FIGURE 5-12 LOAD ON EMBED FIGURE 5-13 LOAD ON EMBED FIGURE 5-14 LOAD ON EMBED |
| 345 | FIGURE 5-15 PROJECTED FAILURE AREA |
| 346 | EQUATION 17.4.2.1C EQUATION 17.4.2.2A EQUATION 17.4.3.1 EQUATION 17.4.3.4 |
| 347 | EQUATION 17.5.1.2A |
| 348 | EQUATION 17.5.3.1B |
| 350 | FIGURE 5-16 PROJECTED FAILURE AREA EQUATION 17.4.2.1C EQUATION 17.4.2.2A |
| 352 | ACI EQUATION 17.5.3.1B |
| 353 | ACI EQUATION 17.4.2.1C EQUATION 17.4.2.2A |
| 354 | ACI EQUATION 17.5.3.1B |
| 355 | 9.3 CHECK SHELF ANGLE AT TYPICAL WALL-ROOF TIE |
| 356 | AISC EQUATION F11-1 AISC EQUATION F11-1 |
| 357 | AISC EQUATION D2-1 9.4 CHECK THE SHELF-ANGLE WELD TO THE EMBED PLATE FIGURE 5-17 FACTORED LOADS ON SHELF ANGLES |
| 358 | IBC EQUATION 16-3 COMBINATION IBC EQUATION 16-5 COMBINATION IBC EQUATION 16-7 COMBINATION 9.5 CHECK JOIST-SEAT WELD AT TYPICAL WALL-ROOF TIE 9.6 DESIGN STEEL JOIST FOR TYPICAL WALL-ROOF ANCHORAGE FORCES |
| 359 | 9.7 CHECK JOIST-TO-JOIST SPLICE AT THE GIRDER LINES |
| 360 | AISC EQUATION D2-1 FIGURE 5-18 JOIST TO GIRDER DETAIL |
| 361 | COMMENTARY 10. WALL ANCHORAGE AT SUBPURLINS (EAST-WEST LOADING) 10.1 SEISMIC FORCE ON WALL-ROOF TIE 10.2 DESIGN TYPICAL WALL-ROOF TIE COMMENTARY |
| 362 | FIGURE 5-19 WALL-ANCHORAGE DETAIL AISC 360 EQUATION J3-1 AISC 360 EQUATION E3-1 |
| 363 | AISC 360 EQUATION E3-4 |
| 364 | EQUATION 17.4.1.2 FIGURE 5-20 PROJECTED AREA DIAGRAM EQUATION 17.4.2.1B |
| 365 | EQUATION 17.4.2.2A EQUATION 17.4.3.1 EQUATION 17.4.3.4 |
| 366 | FIGURE 5-21 WALL TO ROOF STRAP ANCHOR |
| 367 | 10.3 DESIGN CONNECTION TO TRANSFER SEISMIC FORCE ACROSS FIRST ROOF TRUSS PURLIN |
| 368 | FIGURE 5-22 STRAP DETAIL 11. SUBDIAPHRAGM DESIGN (EAST-WEST) 11.1 CHECK SUBDIAPHRAGM ASPECT RATIO |
| 369 | 11.2 FORCES ON SUBDIAPHRAGM 11.3 CHECK SUBDIAPHRAGM SHEAR FIGURE 5-23 SUBDIAPHRAGM |
| 370 | 11.4 CHECK STEEL JOIST AS SUBDIAPHRAGM CHORD COMMENTARY 11.5 DETERMINE MINIMUM CHORD REINFORCEMENT AT EXTERIOR CONCRETE WALLS |
| 371 | 12. CONTINUITY TIES ACROSS THE MAIN DIAPHRAGM (EAST-WEST LOADING) 12.1 SEISMIC FORCES ON CONTINUITY CROSS-TIES ALONG LINES C AND D |
| 372 | 12.2 DESIGN OF JOIST GIRDERS AS CONTINUITY TIES ALONG LINES C AND D 12.3 DESIGN OF JOIST-GIRDER SPLICES ALONG LINES C AND D |
| 373 | FIGURE 5-24 DETAIL OF JOIST GIRDER TO COLUMN 12.4 COMMENTS ON METAL DECK DIAPHRAGMS |
| 374 | 12.5 DESIGN GIRDER (CONTINUITY TIE) CONNECTION TO WALL PANEL FIGURE 5-25 DETAIL OF GIRDER TO WALL PANEL |
| 375 | 13. SHEAR WALL DESIGN LOADS 13.1 DESIGN SPECTRAL RESPONSE ACCELERATIONS SDS AND SD1 IBC EQUATION 16-36 IBC EQUATION 16-37 IBC EQUATION 16-38 IBC EQUATION 16-39 |
| 376 | ASCE 7 EQUATION 12.8-7 13.2 BASE SHEAR USING THE EQUIVALENT LATERAL-FORCE PROCEDURE EQUATION 12.8-1 EQUATION 12.8-2 |
| 377 | EQUATION 12.8-5 EQUATION 12.8-5 EQUATION 12.8-6 13.3 BASE SHEAR USING THE SIMPLIFIED ALTERNATIVE STRUCTURAL DESIGN CRITERIA 13.4 SHEAR WALL DESIGN LOADS 14. REFERENCES |
| 378 | SEAOC WIND DESIGN MANUAL |
| 379 | SEAOC 2019 EDITION OF THE SEAOC BLUE BOOK: SEISMIC DESIGN RECOMMENDATIONS |
| 380 | TOP TOOLS FOR STRUCTURAL DESIGN |
| 381 | ICC’S DIGITAL CODES LIBRARY |
