{"id":211970,"date":"2024-10-19T13:42:56","date_gmt":"2024-10-19T13:42:56","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/icc-ibc-seaoc-ssdm-v2-2018\/"},"modified":"2024-10-25T06:31:43","modified_gmt":"2024-10-25T06:31:43","slug":"icc-ibc-seaoc-ssdm-v2-2018","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/icc\/icc-ibc-seaoc-ssdm-v2-2018\/","title":{"rendered":"ICC IBC SEAOC SSDM V2 2018"},"content":{"rendered":"

2018 IBC\u00ae 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\u00ae 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.<\/p>\n

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PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
1<\/td>\n2018 IBC\u00ae SEAOC STRUCTURAL\/SEISMIC DESIGN MANUAL VOLUME 2: EXAMPLES FOR LIGHT-FRAME, TILT-UP, AND MASONRY BUILDINGS <\/td>\n<\/tr>\n
2<\/td>\n2018 IBC\u00ae SEAOC STRUCTURAL\/SEISMIC DESIGN MANUAL VOLUME 2: EXAMPLES FOR LIGHT-FRAME, TILT-UP, AND MASONRY BUILDINGS TITLE PAGE <\/td>\n<\/tr>\n
3<\/td>\nCOPYRIGHT
PUBLISHER
EDITOR
DISCLAIMER <\/td>\n<\/tr>\n
4<\/td>\nSUGGESTIONS FOR IMPROVEMENT
ERRATA NOTIFICATION <\/td>\n<\/tr>\n
6<\/td>\nTABLE OF CONTENTS <\/td>\n<\/tr>\n
8<\/td>\nPREFACE TO THE 2018 IBC SEAOC SEISMIC\/STRUCTURAL DESIGN MANUAL <\/td>\n<\/tr>\n
10<\/td>\nPREFACE TO VOLUME 2 <\/td>\n<\/tr>\n
12<\/td>\nACKNOWLEDGEMENTS <\/td>\n<\/tr>\n
14<\/td>\nREFERENCES <\/td>\n<\/tr>\n
22<\/td>\nHOW TO USE THIS DOCUMENT <\/td>\n<\/tr>\n
24<\/td>\nDESIGN EXAMPLE 1: FOUR-STORY WOOD LIGHT-FRAME STRUCTURE <\/td>\n<\/tr>\n
25<\/td>\n1. BUILDING GEOMETRY AND LOADS
1.1 GIVEN INFORMATION <\/td>\n<\/tr>\n
26<\/td>\nFIGURE 1-1 BUILDING ELEVATION <\/td>\n<\/tr>\n
27<\/td>\nFIGURE 1-2 TYPICAL FOUNDATION PLAN <\/td>\n<\/tr>\n
28<\/td>\nFIGURE 1-3 TYPICAL FLOOR FRAMING PLAN <\/td>\n<\/tr>\n
29<\/td>\nFIGURE 1-4 TYPICAL ROOF FRAMING PLAN <\/td>\n<\/tr>\n
30<\/td>\nFIGURE 1-5 TYPICAL BUILDING SECTIONS
1.2 FACTORS THAT INFLUENCE DESIGN <\/td>\n<\/tr>\n
31<\/td>\nFIGURE 1-6 TYPICAL GRADE STAMP <\/td>\n<\/tr>\n
36<\/td>\nFIGURE 1-7 FLOOR FRAMING AT WALL <\/td>\n<\/tr>\n
37<\/td>\nTABLE 1-1 VERTICAL DISPLACEMENTS <\/td>\n<\/tr>\n
40<\/td>\n1.3 WEIGHTS <\/td>\n<\/tr>\n
41<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
42<\/td>\nEQUATION 11.4-5
EQUATION 11.4-6
FIGURE 1-8 DESIGN RESPONSE SPECTRUM FOR THE EXAMPLE BUILDING <\/td>\n<\/tr>\n
43<\/td>\n2.4 HORIZONTAL IRREGULARITIES
2.5 VERTICAL IRREGULARITIES
2.6 LATERAL FORCE PROCEDURE <\/td>\n<\/tr>\n
45<\/td>\n2.7 BASE SHEAR
EQUATION 12.8-1
2.8 VERTICAL DISTRIBUTION OF SHEAR
TABLE 1-3 VERTICAL DISTRIBUTION OF SHEAR FROM SECTION 12.8.3 <\/td>\n<\/tr>\n
46<\/td>\nEQUATION 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 <\/td>\n<\/tr>\n
47<\/td>\n3.3 USE OF CANTILEVER DIAPHRAGMS <\/td>\n<\/tr>\n
49<\/td>\n3.4 WEAK AND SOFT STORIES IN LIGHT-FRAME STRUCTURES <\/td>\n<\/tr>\n
50<\/td>\n4. MECHANICS OF MULTISTORY SEGMENTED SHEAR WALLS AND LOAD COMBINATIONS
4.1 OVERTURNING EFFECTS OF SHEAR-TRANSFER (DRAG) TRUSSES <\/td>\n<\/tr>\n
51<\/td>\nFIGURE 1-9 OVERTURNING AT SHEAR-TRANSFER (DRAG) TRUSS <\/td>\n<\/tr>\n
52<\/td>\nASCE 7 \u00a72.3.6, EQUATION 7
EQUATION 12.4-3 <\/td>\n<\/tr>\n
53<\/td>\nASCE 7 \u00a72.3.6, EQUATION 6
EQUATION 12.4-3
ASCE 7 \u00a72.4.5, EQUATION 10
EQUATION 12.4-3
ASCE 7 \u00a72.4.5, EQUATION 8
EQUATION 12.4-3 <\/td>\n<\/tr>\n
54<\/td>\n4.2 SHEAR WALL CUMULATIVE OVERTURNING FORCES AND WALL STABILITY
FIGURE 1-10 OVERTURNING FORCES AT FLOOR LEVEL <\/td>\n<\/tr>\n
55<\/td>\nFIGURE 1-11 FRAMING SECTION AT FLOOR <\/td>\n<\/tr>\n
56<\/td>\nFIGURE 1-12 OVERTURNING FORCES AT FLOOR LEVEL
FIGURE 1-13 FRAMING SECTION AT FLOOR <\/td>\n<\/tr>\n
57<\/td>\nFIGURE 1-14 CUMULATIVE OVERTURNING FORCES <\/td>\n<\/tr>\n
58<\/td>\n4.3 LOAD COMBINATIONS
IBC EQUATION 16-21
IBC EQUATION 16-22 <\/td>\n<\/tr>\n
59<\/td>\nASCE 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 <\/td>\n<\/tr>\n
60<\/td>\nFIGURE 1-15 TENSION AND COMPRESSION FORCES
FIGURE 1-15A ROTATION AT WALL BASE <\/td>\n<\/tr>\n
61<\/td>\nFIGURE 1-16 EXAMPLE PLAN SECTION AT BOUNDARY MEMBERS <\/td>\n<\/tr>\n
63<\/td>\nIBC EQUATION 16-21 <\/td>\n<\/tr>\n
64<\/td>\nTABLE 1-4 DETERMINATION OF SHEAR WALL CHORD MEMBER FORCES AT LINE C <\/td>\n<\/tr>\n
65<\/td>\nTABLE 1-5 DETERMINATION OF SHEAR WALL CHORD MEMBERS AT LINE C <\/td>\n<\/tr>\n
66<\/td>\nNDS EQUATION 3.7-1 <\/td>\n<\/tr>\n
67<\/td>\n4.4B DETERMINATION OF RESISTING MOMENTS AND UPLIFT FORCES <\/td>\n<\/tr>\n
68<\/td>\nTABLE 1-6 DETERMINE SHEAR ALL UPLIFT FORCES USING ASCE 7 LOAD COMBINATIONS AT LINE C
4.4C SHEAR WALL TIE-DOWN SYSTEM COMPONENTS <\/td>\n<\/tr>\n
69<\/td>\nTABLE 1-7 DETERMINE ROD SIZES, CAPACITIES, AND ELONGATIONS AT LINE C <\/td>\n<\/tr>\n
71<\/td>\nTABLE 1-8 DETERMINE BEARING-PLATE SIZES AND CAPACITIES AT LINE C <\/td>\n<\/tr>\n
73<\/td>\nFIGURE 1-17 BEARING ZONE THROUGH FRAMING FROM UPLIFTING POSTS TO BEARING DEVICE <\/td>\n<\/tr>\n
74<\/td>\n4.4D BEARING ZONE THROUGH FRAMING
4.4E SILL PLATE CRUSHING <\/td>\n<\/tr>\n
75<\/td>\nTABLE 1-9 DEFORMATION ADJUSTMENT FACTOR FOR BEARING CONDITION
FIGURE 1-18 Fc\u22a5LOAD DEFORMATION CURVE
EQUATION 1.0
EQUATION 2.0 <\/td>\n<\/tr>\n
76<\/td>\nEQUATION 3.0
TABLE 1-10 DETERMINE SILL PLATE CRUSHING AT LINE C <\/td>\n<\/tr>\n
77<\/td>\nTABLE 1-11 DETERMINE BEARING PLATE CRUSHING AT LINE C <\/td>\n<\/tr>\n
78<\/td>\n4.4F DETERMINE TIE-DOWN ASSEMBLY DISPLACEMENT
TABLE 1-12 DETERMINE TIE-DOWN ASSEMBLY DISPLACEMENTS AT LINE C <\/td>\n<\/tr>\n
79<\/td>\n4.5 SEGMENTED SHEAR WALL DEFLECTION
EQUATION 4.3-1
EQUATION C4.3.2-1 <\/td>\n<\/tr>\n
80<\/td>\nFIGURE 1-19 SHEAR WALL HEIGHT\u2014MODIFIED BALLOON FRAMING <\/td>\n<\/tr>\n
81<\/td>\nFIGURE 1-20 SHEAR WALL HEIGHT\u2014PLATFORM FRAMING <\/td>\n<\/tr>\n
82<\/td>\nFIGURE 1-21 PROJECT da <\/td>\n<\/tr>\n
83<\/td>\nFIGURE A-21A EFFECT OF da ON DRIFT <\/td>\n<\/tr>\n
84<\/td>\nSDPWS EQUATION 4.3-1 <\/td>\n<\/tr>\n
85<\/td>\n5. MECHANICS OF MULTISTORY SHEAR WALLS WITH FORCE TRANSFER AROUND OPENINGS
5.1 DESIGN OF WALL FRAME WITH FORCE TRANSFER AROUND OPENINGS <\/td>\n<\/tr>\n
87<\/td>\n5.2 THOMPSON METHOD <\/td>\n<\/tr>\n
88<\/td>\nFIGURE 1-22 WALL FORCE DETERMINATION <\/td>\n<\/tr>\n
90<\/td>\nFIGURE 1-23 WALL FRAME SHOWING UPPER AND LOWER FREE-BODY PORTIONS <\/td>\n<\/tr>\n
91<\/td>\nFIGURE 1-24 VERTICAL SHEAR FORCES ACTING ABOVE AND BELOW OPENING <\/td>\n<\/tr>\n
92<\/td>\nFIGURE 1-25 FREE-BODY DIAGRAM U1 <\/td>\n<\/tr>\n
93<\/td>\nFIGURE 1-26 FREE-BODY DIAGRAM L1 <\/td>\n<\/tr>\n
94<\/td>\nFIGURE 1-27 FREE-BODY DIAGRAM U2 <\/td>\n<\/tr>\n
95<\/td>\nFIGURE 1-28 FREE-BODY DIAGRAM L2 <\/td>\n<\/tr>\n
96<\/td>\nFIGURE 1-29 SHEAR FORCES IN WALL <\/td>\n<\/tr>\n
97<\/td>\n5.3 THE DIEKMANN METHOD <\/td>\n<\/tr>\n
98<\/td>\nFIGURE 1-30 WALL ELEVATION <\/td>\n<\/tr>\n
99<\/td>\nFIGURE 1-31 TIE-DOWN FORCES <\/td>\n<\/tr>\n
100<\/td>\nFIGURE 1-32 CORNER FORCES <\/td>\n<\/tr>\n
101<\/td>\nFIGURE 1-33 TRIBUTARY LENGTHS <\/td>\n<\/tr>\n
102<\/td>\nFIGURE 1-34 UNIT SHEARS DETERMINATION
FIGURE 1-35 SUM FORCES IN PIERS <\/td>\n<\/tr>\n
104<\/td>\n5.4 COMPARISON OF THOMPSON METHOD WITH DIEKMANN METHOD
FIGURE 1-36 SUM FORCES IN PIERS
FIGURE 1-37 TIE FORCES <\/td>\n<\/tr>\n
105<\/td>\nFIGURE 1-38 SHEAR FORCES IN SEGMENTS
FIGURE 1-39 SHEAR FORCES IN SEGMENTS <\/td>\n<\/tr>\n
106<\/td>\n5.5 SHEAR WALL DEFLECTION USING WINDOW STRIPS (UNIT STRIP METHOD)
FIGURE 1-40 ELEVATION OF WALL FRAME WITH OPENING
EQUATION 4.3-1 <\/td>\n<\/tr>\n
107<\/td>\n5.6 SHEAR WALL DEFLECTION USING PERFORATED SHEAR WALL METHOD
EQUATION 4.3-9
EQUATION 4.3-5
EQUATION 4.3-6 <\/td>\n<\/tr>\n
108<\/td>\n6. THE ENVELOPE PROCESS
6.1 ASSUMPTION OF FLEXIBLE DIAPHRAGMS
6.2 LATERAL FORCES ON SHEAR WALLS AND SHEAR WALL NAILING IDEALIZED AS FLEXIBLE DIAPHRAGMS <\/td>\n<\/tr>\n
110<\/td>\nTABLE 1-13 FORCES TO WALLS AND REQUIRED PANEL NAILING FOR EAST-WEST DIRECTION <\/td>\n<\/tr>\n
112<\/td>\nTABLE 1-14 FORCES TO WALLS AND REQUIRED PANEL NAILING FOR NORTH-SOUTH DIRECTION <\/td>\n<\/tr>\n
113<\/td>\n6.3 CALCULATION OF SHEAR WALL RIGIDITIES <\/td>\n<\/tr>\n
114<\/td>\nFIGURE 1-41 <\/td>\n<\/tr>\n
115<\/td>\nTABLE 1-15 DETERMINE TIE-DOWN ASSEMBLY DISPLACEMENTS AT THE ROOF LEVEL <\/td>\n<\/tr>\n
117<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
118<\/td>\nTABLE 1-18 SHEAR WALL RIGIDITIES AT THE ROOF LEVEL <\/td>\n<\/tr>\n
119<\/td>\nTABLE 1-19 TIE-DOWN ASSEMBLY DISPLACEMENTS AT THE FOURTH-FLOOR LEVEL <\/td>\n<\/tr>\n
120<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
121<\/td>\nTABLE 1-22 SHEAR WALL RIGIDITIES AT THE FOURTH-FLOOR LEVEL <\/td>\n<\/tr>\n
122<\/td>\nTABLE 1-23 TIE-DOWN ASSEMBLY DISPLACEMENTS AT THE THIRD-FLOOR LEVEL <\/td>\n<\/tr>\n
123<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
124<\/td>\nTABLE 1-26 WALL RIGIDITIES AT THIRD-FLOOR LEVEL <\/td>\n<\/tr>\n
125<\/td>\nTABLE 1-27 TIE-DOWN ASSEMBLY DISPLACEMENTS AT THE SECOND-FLOOR LEVEL <\/td>\n<\/tr>\n
126<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
127<\/td>\nTABLE 1-30 WALL RIGIDITIES AT THE SECOND-FLOOR LEVEL <\/td>\n<\/tr>\n
128<\/td>\n6.4 DISTRIBUTION OF LATERAL FORCES TO THE SHEAR WALLS USING RIGID DIAPHRAGMS <\/td>\n<\/tr>\n
131<\/td>\nFIGURE 1-42 CENTER OF RIGIDITY AND LOCATION OF DISPLACED CENTERS OF MASS FOR SECOND, THIRD, AND FOURTH-FLOOR LEVELS AND ROOF DIAPHRAGM <\/td>\n<\/tr>\n
132<\/td>\nTABLE 1-31 DISTRIBUTION OF FORCES TO SHEAR WALLS BELOW THE ROOF LEVEL <\/td>\n<\/tr>\n
133<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
134<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
135<\/td>\nTABLE 1-35 COMPARISON OF LOADS ON SHEAR WALLS USING FLEXIBLE VS. RIGID DIAPHRAGM ANALYSIS AND RECHECK OF NAILING IN WALLS <\/td>\n<\/tr>\n
136<\/td>\nTABLE 1-35 COMPARISON OF LOADS ON SHEAR WALLS USING FLEXIBLE VS. RIGID DIAPHRAGM ANALYSIS AND RECHECK OF NAILING IN WALLS-CONTINUED <\/td>\n<\/tr>\n
137<\/td>\n6.6 DETERMINATION OF SEISMIC DRIFTS USING DIAPHRAGMS IDEALIZED AS RIGID <\/td>\n<\/tr>\n
138<\/td>\nTABLE 1-36 DETERMINATION OF SEISMIC DRIFTS USING DIAPHRAGMS IDEALIZED AS RIGID <\/td>\n<\/tr>\n
139<\/td>\nTABLE 1-36 DETERMINATION OF SEISMIC DRIFTS USING DIAPHRAGMS IDEALIZED AS RIGID <\/td>\n<\/tr>\n
140<\/td>\n6.7 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 <\/td>\n<\/tr>\n
142<\/td>\n6.8 DETERMINATION OF BUILDING DRIFTS <\/td>\n<\/tr>\n
143<\/td>\nTABLE 1-38 DRIFT CHECK AT EACH LEVEL <\/td>\n<\/tr>\n
144<\/td>\nTABLE 1-38 DRIFT CHECK AT EACH LEVEL-CONTINUED <\/td>\n<\/tr>\n
145<\/td>\n7. 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 <\/td>\n<\/tr>\n
146<\/td>\n7.2 DETAIL OF SHEAR TRANSFER AT SECOND FLOOR
FIGURE 1-45 DETAIL OF SHEAR TRANSFER AT SECOND-FLOOR LEVEL <\/td>\n<\/tr>\n
147<\/td>\n7.3 DESIGN SHEAR TRANSFER AT FOUNDATION SILL PLATE <\/td>\n<\/tr>\n
148<\/td>\nFIGURE 1-46 SHEAR TRANSFER AT THE FOUNDATION <\/td>\n<\/tr>\n
150<\/td>\nFIGURE 1-47 SILL PLATE AT THE FOUNDATION EDGE <\/td>\n<\/tr>\n
151<\/td>\n8. DIAPHRAGM DEFLECTIONS TO DETERMINE IF THE DIAPHRAGM IS FLEXIBLE
8.1 ROOF DIAPHRAGM CHECK <\/td>\n<\/tr>\n
152<\/td>\nASCE 7 EQUATION 12.10-1
SDPWS EQUATION 4.2-1 <\/td>\n<\/tr>\n
153<\/td>\n9. DISCONTINUOUS SYSTEM CONSIDERATIONS AND THE OVERSTRENGTH FACTOR
9.1 ANCHOR FORCES TO PODIUM SLAB <\/td>\n<\/tr>\n
154<\/td>\n10. SPECIAL INSPECTION AND STRUCTURAL OBSERVATION <\/td>\n<\/tr>\n
155<\/td>\n11. ITEMS NOT ADDRESSED IN THIS EXAMPLE <\/td>\n<\/tr>\n
156<\/td>\nDESIGN EXAMPLE 2: FLEXIBLE DIAPHRAGM DESIGN
FIGURE 2-1 TYPICAL BUILDING WITH FLEXIBLE DIAPHRAGM <\/td>\n<\/tr>\n
157<\/td>\nFIGURE 2-2 EXAMPLE’S ROOF PLAN
FIGURE 2-3 EXAMPLE’S BUILDING SECTION <\/td>\n<\/tr>\n
158<\/td>\n1. BUILDING GEOMETRY AND LOADS
1.1 GIVEN INFORMATION
2. ROOF DIAPHRAGM LATERAL LOADING
2.1 ROOF DIAPHRAGM SHEAR COEFFICIENT
EQUATION 12.10-1 <\/td>\n<\/tr>\n
159<\/td>\nEQUATION 12.10-2
EQUATION 12.10-3
EQUATION 12.10-4
EQUATION 12.10-7
EQUATION 12.10-4
EQUATION 12.10-5 <\/td>\n<\/tr>\n
160<\/td>\n2.2 ROOF DIAPHRAGM SHEARS
FIGURE 2-4 EAST-WEST DIAPHRAGM LOADING <\/td>\n<\/tr>\n
162<\/td>\nFIGURE 2-5 NORTH-SOUTH DIAPHRAGM LOADING
3. SHEAR NAILING OF THE ROOF DIAPHRAGM (NORTH-SOUTH) <\/td>\n<\/tr>\n
163<\/td>\nTABLE 2-1 ALLOWABLE DIAPHRAGM SHEAR CAPACITIES <\/td>\n<\/tr>\n
164<\/td>\nTABLE 2-2 EVALUATION OF NAILING ZONE DISTANCES
COMMENTARY <\/td>\n<\/tr>\n
165<\/td>\nFIGURE 2-6 ILLUSTRATION OF NAILING ZONE LOCATIONS
4. CONSIDERATIONS FOR PLAN IRREGULARITIES <\/td>\n<\/tr>\n
166<\/td>\n5. DIAPHRAGM CHORDS (NORTH-SOUTH)
FIGURE 2-7 INTERFACE OF DIAPHRAGM AT WALL <\/td>\n<\/tr>\n
167<\/td>\n6. DIAPHRAGM COLLECTORS <\/td>\n<\/tr>\n
168<\/td>\n6.1 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 <\/td>\n<\/tr>\n
169<\/td>\n6.4 CHECK STEEL BEAM COLLECTOR AS REQUIRED BY SECTION 12.10.3.4 <\/td>\n<\/tr>\n
170<\/td>\nEQUATION E3-4
EQUATION E3-2
EQUATION E3-1 <\/td>\n<\/tr>\n
171<\/td>\nEQUATION E3-4
EQUATION E3-2
EQUATION E3-1 <\/td>\n<\/tr>\n
172<\/td>\n6.5 COLLECTOR CONNECTION TO SHEAR WALL
7. DIAPHRAGM DEFLECTION
7.1 DEFLECTION OF NORTH-SOUTH DIAPHRAGM
EQUATION 4.2-1 <\/td>\n<\/tr>\n
174<\/td>\nTABLE 2-3 WORKSHEET COMPUTING SHEAR DEFORMATION
EQUATION 12.8-15 <\/td>\n<\/tr>\n
175<\/td>\n7.2 LIMITS ON DIAPHRAGM DEFLECTION
FIGURE 2-8 BUILDING SECTION WITH DIAPHRAGM DEFORMATION <\/td>\n<\/tr>\n
176<\/td>\nEQUATION 12.8-16 <\/td>\n<\/tr>\n
177<\/td>\n7.3 DEFORMATION COMPATIBILITY ISSUES <\/td>\n<\/tr>\n
178<\/td>\nDESIGN EXAMPLE 3: THREE-STORY LIGHT-FRAME MULTIFAMILY BUILDING DESIGN USING COLD-FORMED STEEL WALL FRAMING AND WOOD FLOOR AND ROOF FRAMING <\/td>\n<\/tr>\n
179<\/td>\nDESIGN EXAMPLE BUILDING
FIGURE 3-1 APARTMENT COMPLEX FRONT ELEVATION <\/td>\n<\/tr>\n
180<\/td>\nFIGURE 3-2 FIRST-FLOOR PLAN-BUILDINGS A AND B SITTING ON A COMMON PODIUM DECK <\/td>\n<\/tr>\n
181<\/td>\nFIGURE 3-3 SECOND-FLOOR PLAN
FIGURE 3-4 THIRD-FLOOR PLAN <\/td>\n<\/tr>\n
182<\/td>\nFIGURE 3-5 ROOF PLAN <\/td>\n<\/tr>\n
183<\/td>\nFIGURE 3-6 SHEAR WALL ELEVATION USING MIXED FRAMING MATERIALS\u2014COLD-FORMED STEEL (CFS) LIGHT-FRAME SHEAR WALL AND WOOD-FRAME FLOOR AND ROOF <\/td>\n<\/tr>\n
184<\/td>\nMIXED-USE, MULTIFAMILY, MULTISTORY PROJECTS
FIRE-RESISTIVE CONSTRUCTION <\/td>\n<\/tr>\n
185<\/td>\nTERMINOLOGY
DESIGN EXAMPLE OUTLINE\u2014CODES <\/td>\n<\/tr>\n
186<\/td>\n1. BUILDING GEOMETRY AND SEISMIC CRITERIA
1.1 GIVEN INFORMATION <\/td>\n<\/tr>\n
187<\/td>\n2. ROOF AND FLOOR GRAVITY LOADS
2.1 ROOF LOADING
TABLE 3-1 ROOF DEAD-LOAD MATERIALS <\/td>\n<\/tr>\n
188<\/td>\n2.2 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 <\/td>\n<\/tr>\n
189<\/td>\n2.3 INTERIOR PARTITION WALL LOADS (GRAVITY DESIGN) <\/td>\n<\/tr>\n
190<\/td>\nTABLE 3-4 PARTITION DEAD-LOAD MATERIAL
2.4 EXTERIOR WALL WEIGHTS <\/td>\n<\/tr>\n
191<\/td>\nTABLE 3-5 EXTERIOR WALL DEAD-LOAD MATERIAL
2.5 EXTERIOR WALL AND INTERIOR WALL PARTITION GRAVITY AND LATERAL LOADS <\/td>\n<\/tr>\n
192<\/td>\n3. LATERAL LOADING: SEISMIC
3.1 LATITUDE AND LONGITUDE <\/td>\n<\/tr>\n
193<\/td>\n3.2 BUILDING SITE SEISMIC DATA
TABLE 3-6 SPECTRAL ACCELERATIONS <\/td>\n<\/tr>\n
194<\/td>\n3.3 BUILDINGS A AND B\u2014SEISMIC 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 <\/td>\n<\/tr>\n
195<\/td>\n3.4 BUILDING MASS <\/td>\n<\/tr>\n
196<\/td>\nFIGURE 3-7 LAYOUT OF BUILDINGS A AND B ON LARGER PODIUM DECK <\/td>\n<\/tr>\n
197<\/td>\nFIGURE 3-8 BUILDING B FOOTPRINT
3.5 SEISMIC WEIGHT
TABLE 3-7 BUILDING B WEIGHTS FOR BUILDING BASE SHEAR (V) CALCULATIONS <\/td>\n<\/tr>\n
199<\/td>\n3.6 BUILDING BASE SHEAR (V)\u2014STRENGTH LEVEL
3.7 VERTICAL DISTRIBUTION OF SEISMIC DESIGN FORCES, STORY SHEARS, AND DIAPHRAGM FORCES
TABLE 3-8 BUILDIGN ZONE B1 <\/td>\n<\/tr>\n
200<\/td>\nTABLE 3-9 BUILDING ZONE B2
EQUATION 12.10-3
EQUATION 12.10-2
4. DIAPHRAGM FLEXIBILITY <\/td>\n<\/tr>\n
202<\/td>\n5. FLEXIBLE DIAPHRAGM CONDITION
6. BUILDING CLASSIFICATION: REGULAR OR IRREGULAR
TABLE 3-10 APPLICABILITY OF HORZONTAL STRUCTURAL IRREGULARITIES TO BUILDING B <\/td>\n<\/tr>\n
203<\/td>\nFIGURE 3-9 BUILDING B SCHEMATIC PLANS FOR REENTRANT CORNER DETAIL CHECK <\/td>\n<\/tr>\n
204<\/td>\nTABLE 3-11 APPLICABILITY OF VERTICAL STRUCTURAL IRREGULARITIES TO BUILDING B
7. REDUNDANCY FACTOR <\/td>\n<\/tr>\n
207<\/td>\n8. REDUNDANCY CHECK FOR BUILDING B <\/td>\n<\/tr>\n
208<\/td>\nTABLE 3-12 BUILDING B STORY SHEAR SUMMATION CHECK <\/td>\n<\/tr>\n
210<\/td>\n9. SELECTED ANALYTICAL PROCEDURE
10. DISTRIBUTION OF SEISMIC FORCES TO SHEAR WALLS <\/td>\n<\/tr>\n
211<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
212<\/td>\n11. SHEATHED CFS-STUD SHEAR WALLS: FRAMING MATERIALS
11.1 SCREW DESIGN
TABLE 3-15 SCREW SIZES AND PROPERTIES <\/td>\n<\/tr>\n
213<\/td>\nAISI S100 EQUATION J6.1-1
AISI S100 EQUATION J6.1-2 <\/td>\n<\/tr>\n
215<\/td>\n11.2 CFS STUD DESIGN
TABLE 3-16 CFS THICKNESS PROPERTIES <\/td>\n<\/tr>\n
216<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
218<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
219<\/td>\n11.4 SPECIAL SEISMIC REQUIREMENTS <\/td>\n<\/tr>\n
220<\/td>\n12. SHEAR WALL DESIGN EXAMPLE: BUILDING B <\/td>\n<\/tr>\n
221<\/td>\n12.1 SHEAR WALL SHEAR AND OVERTURNING REQUIRED STRENGTH (BUILDING B, ZONE B1)
TABLE 3-21 SHEAR WALL DESIGN INFORMATION (LRFD) <\/td>\n<\/tr>\n
222<\/td>\nFIGURE 3-11 BUILDING B\u2014THIRD FLOOR SHEAR WALLS
FIGURE 3-12 BUILDING B\u2014SECOND FLOOR SHEAR WALLS
FIGURE 3-13 BUILDING B\u2014FIRST FLOOR SHEAR WALLS <\/td>\n<\/tr>\n
223<\/td>\nFIGURE 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 <\/td>\n<\/tr>\n
224<\/td>\n12.2 SHEAR WALL CONFIGURATION AND TYPE <\/td>\n<\/tr>\n
225<\/td>\n12.3 SHEAR WALL SHEATHING AND SCREW SELECTION <\/td>\n<\/tr>\n
226<\/td>\nTABLE 3-22 SHEAR WALL STRENGTHS <\/td>\n<\/tr>\n
227<\/td>\nTABLE 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) <\/td>\n<\/tr>\n
228<\/td>\n12.4 OVERTURNING RESTRAINT (TIE-DOWN) SYSTEM REQUIRED STRENGTH <\/td>\n<\/tr>\n
229<\/td>\nFIGURE 3-17 OVERTURNING RESTRAINT IN STACKED CFS-FRAMED SHEAR WALL <\/td>\n<\/tr>\n
230<\/td>\nTABLE 3-26 SHEAR WALL OVERTURNING MOMENT (OTM) OPTION 1 AND OPTION 3 <\/td>\n<\/tr>\n
231<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
233<\/td>\nTABLE 3-28 SHEAR WALL OTM DESIGN INFORMATION
TABLE 3-29 OPTION 1 SHEAR WALL (wall length = 37 ft) <\/td>\n<\/tr>\n
234<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
235<\/td>\nTABLE 3-32 OPTION 3 SHEAR WALL (wall length = 25 ft)
TABLE 3-32A OPTION 1 SHEAR WALL\u2014COMPARISON OF DESIGN FORCES (LRFD) <\/td>\n<\/tr>\n
237<\/td>\nTABLE 3-33 OPTION 1 SHEAR WALL
TABLE 3-34 OPTION 2 SHEAR WALL
TABLE 3-35A OPTION 3 SHEAR WALL <\/td>\n<\/tr>\n
238<\/td>\nTABLE 3-35B OPTION 3 SHEAR WALL
12.5 OVERTURNING RESTRAINT (TIE-DOWN) SYSTEM AVAILABLE STRENGTH AND DISPLACEMENT <\/td>\n<\/tr>\n
239<\/td>\nFIGURE 3-20 DETAIL OF THE THIRD-FLOOR BRIDGE-BLICK TERMINATION OF THE CONTINUOUS ROD TIE-DOWN SYSTEM <\/td>\n<\/tr>\n
240<\/td>\nFIGURE 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 <\/td>\n<\/tr>\n
242<\/td>\nTABLE 3-36 CONTINUOUS ROD TIE-DOWN SYSTEM REQUIRED, PROVIDED STRENGTH, AND ROD SIZES (OPTION 3: SHEAR WALL)\u2014LRFD <\/td>\n<\/tr>\n
243<\/td>\nTABLE 3-37 OPTION 3 AMPLIFIED DESIGN FORCES (\u03a90) AND TIE-ROD BEARING PLATE SIZING\u2014LRFD <\/td>\n<\/tr>\n
246<\/td>\nAISC 360 EQUATION F11-1
AISC 360 EQUATION G2-1 <\/td>\n<\/tr>\n
248<\/td>\n12.6 SHEAR WALL CHORD STUDS <\/td>\n<\/tr>\n
249<\/td>\nASCE 7 EQUATION 6 <\/td>\n<\/tr>\n
250<\/td>\nASCE 7 EQUATION 6 <\/td>\n<\/tr>\n
251<\/td>\nASCE 7 EQUATION 6 <\/td>\n<\/tr>\n
252<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
257<\/td>\nFIGURE 3-22 CHORD STUD ALIGNMENT <\/td>\n<\/tr>\n
258<\/td>\nTABLE 3-40 OPTION 3 SHEAR WALL: CONTINUOUS TIE-DOWN ROD LOCATION CHECK FROM END OF WALL <\/td>\n<\/tr>\n
259<\/td>\n12.7 BRIDGE BLOCK AND CHORD-STUD ASSEMBLIES
FIGURE 3-23 CHORD-STUD ASSEMBLY AT WOOD BRIDGE BLOCK <\/td>\n<\/tr>\n
260<\/td>\nFIGURE 3-24 CHORD AND CRIPPLE STUDS ORIENTED TOE-TO-TOE (PLAIN VIEW) <\/td>\n<\/tr>\n
262<\/td>\nFIGURE 3-25 WOOD BRIDGE BLOCK AT THIRD-FLOOR CHORD-STUD ASSEMBLY <\/td>\n<\/tr>\n
264<\/td>\n12.8 SHEAR TRANSFER <\/td>\n<\/tr>\n
265<\/td>\nFIGURE 3-26 SHEAR TRANSFER THROUGH WOOD FLOOR FRAMING <\/td>\n<\/tr>\n
267<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
269<\/td>\nTABLE 3-42 NDS TABLE 11.3.1A “YIELD LIMIT EQUATIONS” <\/td>\n<\/tr>\n
271<\/td>\nTABLE 3-43 SCREW SHEAR DESIGN VALUE COMPARISON BETWEEN WOOD AND CFS
TABLE 3-44 SHEAR WALL SHEATHING SHEAR DESIGN <\/td>\n<\/tr>\n
273<\/td>\nACI 318 EQUATION 17.5.2.1A <\/td>\n<\/tr>\n
275<\/td>\nTABLE 3-45 OPTION 3 SHEAR WALL SHEAR WALL FASTENER SPACING AT FLOOR LINE
12.9 DISCONTINUOUS SHEAR WALL <\/td>\n<\/tr>\n
276<\/td>\n13. SHEAR WALL DEFLECTION <\/td>\n<\/tr>\n
278<\/td>\nTABLE 3-46 OPTION 3 SHEAR WALL: DEFLECTION VARIABLES
TABLE 3-47 OPTION 3 SHEAR WALL: DEFLECTION VARIABLES <\/td>\n<\/tr>\n
280<\/td>\nASCE 7 EQUATION 12.8-15 <\/td>\n<\/tr>\n
281<\/td>\nTABLE 3-48 SUMMARY OF TOP-OF-WALL DEFLECTIONS
ASCE 7 EQUATION 12.12-2 <\/td>\n<\/tr>\n
282<\/td>\n14. DISCUSSION: FRAMING WITH COLD-FORMED STEEL
14.1 WALL STUD BRACING <\/td>\n<\/tr>\n
284<\/td>\nFIGURE 3-27 CFS STUD-WALL U-CHANNEL BRIDGING\u2014STRONGBACK ANCHORAGE (PLAIN VIEW) <\/td>\n<\/tr>\n
285<\/td>\nFIGURE 3-28 CFS STUD-WALL FLAT STRAP BRACING AND BLOCKING\u2014STRONGBACK ANCHORAGE (PLAIN VIEW) <\/td>\n<\/tr>\n
286<\/td>\nFIGURE 3-29 CFS STUD-WALL FLAT-STRAP BRACING\u2014DIAGONAL STRAP BRACING ANCHORAGE (ELEVATION VIEW)
14.2 WALL STUD HEIGHT: BEARING AND NONBEARING STUDS <\/td>\n<\/tr>\n
287<\/td>\n14.3 FLOOR SYSTEMS
FIGURE 3-30 FLOOR-JOIST PLATFORM-FRAMED CFS LIGHT-FRAME CONSTRUCTION <\/td>\n<\/tr>\n
288<\/td>\nFIGURE 3-31 LEDGER-FRAMED CFS LIGHT-FRAME CONSTRUCTION
FIGURE 3-32 AISI S240 FIGURE B1.2.3-1: “IN-LINE FRAMING” <\/td>\n<\/tr>\n
289<\/td>\nFIGURE 3-33 CONCRETE OVER STEEL-DECK FLOOR <\/td>\n<\/tr>\n
291<\/td>\n15. DISCUSSION: SEISMIC JOINTS
15.1 BUILDING SEISMIC JOINTS
15.2 PEDESTRIAN BRIDGES <\/td>\n<\/tr>\n
292<\/td>\n16. DISCUSSION: ELEVATORS
16.1 SEISMIC AND FRAMING CONSIDERATIONS <\/td>\n<\/tr>\n
293<\/td>\n16.2 ELEVATOR SHAFT WALLS <\/td>\n<\/tr>\n
294<\/td>\n17. ITEMS NOT ADDRESSED IN THIS EXAMPLE
18. REFERENCES <\/td>\n<\/tr>\n
296<\/td>\nDESIGN EXAMPLE 4: MASONRY SHEAR WALL BUILDING <\/td>\n<\/tr>\n
297<\/td>\n1. BUILDING GEOMETRY AND LOADS
1.1 GIVEN INFORMATION
1.2 BUILDING WEIGHTS <\/td>\n<\/tr>\n
298<\/td>\nFIGURE 4-1 FLOOR PLAN
FIGURE 4-2 ROOF FRAMING PLAN <\/td>\n<\/tr>\n
299<\/td>\nFIGURE 4-3 ELEVATION ON LINE A
FIGURE 4-4 SECTION THROUGH CMU WALL ALONG LINES 1 AND 3 <\/td>\n<\/tr>\n
300<\/td>\n2. 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 <\/td>\n<\/tr>\n
301<\/td>\n2.3 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 <\/td>\n<\/tr>\n
302<\/td>\n2.7 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 <\/td>\n<\/tr>\n
303<\/td>\n3. 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 <\/td>\n<\/tr>\n
304<\/td>\n3.1 PRELIMINARY REINFORCEMENT LAYOUT
FIGURE 4-7 LAYOUT OF REINFORCEMENT FOR 8 FOOT LONG WALL SEGMENT LINE A <\/td>\n<\/tr>\n
305<\/td>\n3.2 IN-PLANE AXIAL AND FLEXURAL LOADS <\/td>\n<\/tr>\n
306<\/td>\nTMS 402 EQUATION 9-15 <\/td>\n<\/tr>\n
307<\/td>\nTABLE 4-1 EQUILIBRIUM CALCULATIONS FOR FLEXURAL STRENGTH WITH NO AXIAL LOAD (c = 6.14 in) <\/td>\n<\/tr>\n
308<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
309<\/td>\n3.3 MAXIMUM REINFORCEMENT
TABLE 4-3 MINIMUM STRAIN REQUIRED FOR SATISFYING MAXIMUM REINFORCEMENT RATIO <\/td>\n<\/tr>\n
310<\/td>\nTABLE 4-4 EQUILIBRIUM CALCULATIONS FOR MAXIMUM REINFORCEMENT (c = 8.91 in)
3.4 IN-PLANE SHEAR STRENGTH <\/td>\n<\/tr>\n
311<\/td>\nTMS 402 EQUATION 9-17
TMS 402 EQUATION 9-20
TMS 402 EQUATION 9-21
TMS 402 EQUATION 9-18
TMS 402 EQUATION 9-19 <\/td>\n<\/tr>\n
312<\/td>\n3.5 SHEAR FRICTION STRENGTH
TMS 402 EQUATION 9-33
TMS 402 EQUATION 9-34 <\/td>\n<\/tr>\n
313<\/td>\n4. DESIGN OF WALLS TO RESIST OUT-OF-PLANE SEISMIC LOADS
EQUATION 9-22
4.1 DESIGN OF WALL ON LINE 1 (NO OPENINGS) <\/td>\n<\/tr>\n
314<\/td>\nTMS 402 EQUATION 9-31
TMS 402 EQUATION 9-30 <\/td>\n<\/tr>\n
315<\/td>\nTMS 402 EQUATION 9-23
TMS 402 EQUATION 9-24 <\/td>\n<\/tr>\n
316<\/td>\nTMS 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 <\/td>\n<\/tr>\n
317<\/td>\nTMS 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 <\/td>\n<\/tr>\n
318<\/td>\nTMS 402 EQUATION 9-31
TMS 402 EQUATION 9-30 <\/td>\n<\/tr>\n
319<\/td>\n5. 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 <\/td>\n<\/tr>\n
320<\/td>\nFIGURE 4-11 OUT-OF-PLANE ANCHORAGE CONNECTION
TMS 402 EQUATION 9-2 <\/td>\n<\/tr>\n
321<\/td>\nFIGURE 4-12 OVERLAP OF PROJECTED TENSILE AREAS <\/td>\n<\/tr>\n
322<\/td>\nDESIGN EXAMPLE 5: TILT-UP BUILDING <\/td>\n<\/tr>\n
323<\/td>\n1. BUILDING GEOMETRY AND LOADS
1.1 GIVEN INFORMATION <\/td>\n<\/tr>\n
324<\/td>\nFIGURE 5-1 ROOF FRAMING PLAN <\/td>\n<\/tr>\n
325<\/td>\nFIGURE 5-2 BUILDING SECTION
2. OVERVIEW OF ACI SLENDER WALL DESIGN
3. OUT-OF-PLANE LATERAL DESIGN WALL FORCES <\/td>\n<\/tr>\n
326<\/td>\nFIGURE 5-3 ELEVATION VIEW OF WALL PANEL
FIGURE 5-4 WALL-LOADING DIAGRAM <\/td>\n<\/tr>\n
327<\/td>\n3.1 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 <\/td>\n<\/tr>\n
328<\/td>\n4. PRIMARY MOMENT FROM THE OUT-OF-PLANE FORCES
FIGURE 5-5 LOADING DIAGRAM <\/td>\n<\/tr>\n
329<\/td>\n4.1 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 <\/td>\n<\/tr>\n
330<\/td>\n6. TOTAL FACTORED MOMENT INCLUDING P-DELTA EFFECTS <\/td>\n<\/tr>\n
331<\/td>\n6.1 DETERMINE THE TOTAL VERTICAL LOAD
6.2 DETERMINE NECESSARY SECTION PROPERTIES
FIGURE 5-6 CROSS SECTION <\/td>\n<\/tr>\n
332<\/td>\nEQUATION 22.2.2.4.1
6.3 DETERMINE THE TOTAL FACTORED MOMENT MAGNIFIED FOR P-\u0394 EFFECTS
7. NOMINAL MOMENT STRENGTH <\/td>\n<\/tr>\n
333<\/td>\n7.1 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 <\/td>\n<\/tr>\n
334<\/td>\nIBC EQUATION 16-1
IBC EQUATION 16-3
IBC EQUATION 16-5
8. SERVICE-LOAD DEFLECTION CONSIDERATIONS <\/td>\n<\/tr>\n
335<\/td>\nEQUATION 11.8.4.3A
EQUATION 11.8.4.3B
8.1 DETERMINE THE APPLIED SERVICE-LEVEL MOMENT <\/td>\n<\/tr>\n
336<\/td>\n8.2 COMPUTE THE INITIAL SERVICE-LOAD DEFLECTION
8.3 DETERMINE THE SERVICE-LOAD MOMENT Ma, INCLUDING P-DELTA EFFECTS <\/td>\n<\/tr>\n
337<\/td>\nFIGURE 5-7 VERTICAL LOADING DIAGRAM <\/td>\n<\/tr>\n
338<\/td>\nFIGURE 5-8 FREE-BODY DIAGRAM <\/td>\n<\/tr>\n
339<\/td>\nCOMMENTARY
FIGURE 5-9 TYPICAL PANEL REINFORCING <\/td>\n<\/tr>\n
340<\/td>\n9. WALL ANCHORAGE AT ROOF PURLINS (NORTH-SOUTH LOADING)
9.1 FORCES ON WALL-ANCHORAGE TIES <\/td>\n<\/tr>\n
341<\/td>\nEQUATION 12.11-1 <\/td>\n<\/tr>\n
342<\/td>\nFIGURE 5-10 WALL SECTION WITH LOADING
COMMENTARY
9.2 CHECK CONCRETE ANCHORAGE OF TYPICAL WALL-ROOF TIE <\/td>\n<\/tr>\n
343<\/td>\nFIGURE 5-11 STEEL JOIST TO WALL-TIE DETAIL <\/td>\n<\/tr>\n
344<\/td>\nFIGURE 5-12 LOAD ON EMBED
FIGURE 5-13 LOAD ON EMBED
FIGURE 5-14 LOAD ON EMBED <\/td>\n<\/tr>\n
345<\/td>\nFIGURE 5-15 PROJECTED FAILURE AREA <\/td>\n<\/tr>\n
346<\/td>\nEQUATION 17.4.2.1C
EQUATION 17.4.2.2A
EQUATION 17.4.3.1
EQUATION 17.4.3.4 <\/td>\n<\/tr>\n
347<\/td>\nEQUATION 17.5.1.2A <\/td>\n<\/tr>\n
348<\/td>\nEQUATION 17.5.3.1B <\/td>\n<\/tr>\n
350<\/td>\nFIGURE 5-16 PROJECTED FAILURE AREA
EQUATION 17.4.2.1C
EQUATION 17.4.2.2A <\/td>\n<\/tr>\n
352<\/td>\nACI EQUATION 17.5.3.1B <\/td>\n<\/tr>\n
353<\/td>\nACI EQUATION 17.4.2.1C
EQUATION 17.4.2.2A <\/td>\n<\/tr>\n
354<\/td>\nACI EQUATION 17.5.3.1B <\/td>\n<\/tr>\n
355<\/td>\n9.3 CHECK SHELF ANGLE AT TYPICAL WALL-ROOF TIE <\/td>\n<\/tr>\n
356<\/td>\nAISC EQUATION F11-1
AISC EQUATION F11-1 <\/td>\n<\/tr>\n
357<\/td>\nAISC EQUATION D2-1
9.4 CHECK THE SHELF-ANGLE WELD TO THE EMBED PLATE
FIGURE 5-17 FACTORED LOADS ON SHELF ANGLES <\/td>\n<\/tr>\n
358<\/td>\nIBC 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 <\/td>\n<\/tr>\n
359<\/td>\n9.7 CHECK JOIST-TO-JOIST SPLICE AT THE GIRDER LINES <\/td>\n<\/tr>\n
360<\/td>\nAISC EQUATION D2-1
FIGURE 5-18 JOIST TO GIRDER DETAIL <\/td>\n<\/tr>\n
361<\/td>\nCOMMENTARY
10. WALL ANCHORAGE AT SUBPURLINS (EAST-WEST LOADING)
10.1 SEISMIC FORCE ON WALL-ROOF TIE
10.2 DESIGN TYPICAL WALL-ROOF TIE
COMMENTARY <\/td>\n<\/tr>\n
362<\/td>\nFIGURE 5-19 WALL-ANCHORAGE DETAIL
AISC 360 EQUATION J3-1
AISC 360 EQUATION E3-1 <\/td>\n<\/tr>\n
363<\/td>\nAISC 360 EQUATION E3-4 <\/td>\n<\/tr>\n
364<\/td>\nEQUATION 17.4.1.2
FIGURE 5-20 PROJECTED AREA DIAGRAM
EQUATION 17.4.2.1B <\/td>\n<\/tr>\n
365<\/td>\nEQUATION 17.4.2.2A
EQUATION 17.4.3.1
EQUATION 17.4.3.4 <\/td>\n<\/tr>\n
366<\/td>\nFIGURE 5-21 WALL TO ROOF STRAP ANCHOR <\/td>\n<\/tr>\n
367<\/td>\n10.3 DESIGN CONNECTION TO TRANSFER SEISMIC FORCE ACROSS FIRST ROOF TRUSS PURLIN <\/td>\n<\/tr>\n
368<\/td>\nFIGURE 5-22 STRAP DETAIL
11. SUBDIAPHRAGM DESIGN (EAST-WEST)
11.1 CHECK SUBDIAPHRAGM ASPECT RATIO <\/td>\n<\/tr>\n
369<\/td>\n11.2 FORCES ON SUBDIAPHRAGM
11.3 CHECK SUBDIAPHRAGM SHEAR
FIGURE 5-23 SUBDIAPHRAGM <\/td>\n<\/tr>\n
370<\/td>\n11.4 CHECK STEEL JOIST AS SUBDIAPHRAGM CHORD
COMMENTARY
11.5 DETERMINE MINIMUM CHORD REINFORCEMENT AT EXTERIOR CONCRETE WALLS <\/td>\n<\/tr>\n
371<\/td>\n12. CONTINUITY TIES ACROSS THE MAIN DIAPHRAGM (EAST-WEST LOADING)
12.1 SEISMIC FORCES ON CONTINUITY CROSS-TIES ALONG LINES C AND D <\/td>\n<\/tr>\n
372<\/td>\n12.2 DESIGN OF JOIST GIRDERS AS CONTINUITY TIES ALONG LINES C AND D
12.3 DESIGN OF JOIST-GIRDER SPLICES ALONG LINES C AND D <\/td>\n<\/tr>\n
373<\/td>\nFIGURE 5-24 DETAIL OF JOIST GIRDER TO COLUMN
12.4 COMMENTS ON METAL DECK DIAPHRAGMS <\/td>\n<\/tr>\n
374<\/td>\n12.5 DESIGN GIRDER (CONTINUITY TIE) CONNECTION TO WALL PANEL
FIGURE 5-25 DETAIL OF GIRDER TO WALL PANEL <\/td>\n<\/tr>\n
375<\/td>\n13. 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 <\/td>\n<\/tr>\n
376<\/td>\nASCE 7 EQUATION 12.8-7
13.2 BASE SHEAR USING THE EQUIVALENT LATERAL-FORCE PROCEDURE
EQUATION 12.8-1
EQUATION 12.8-2 <\/td>\n<\/tr>\n
377<\/td>\nEQUATION 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 <\/td>\n<\/tr>\n
378<\/td>\nSEAOC WIND DESIGN MANUAL <\/td>\n<\/tr>\n
379<\/td>\nSEAOC 2019 EDITION OF THE SEAOC BLUE BOOK: SEISMIC DESIGN RECOMMENDATIONS <\/td>\n<\/tr>\n
380<\/td>\nTOP TOOLS FOR STRUCTURAL DESIGN <\/td>\n<\/tr>\n
381<\/td>\nICC’S DIGITAL CODES LIBRARY <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

2018 IBC SEAOC Structural\/Seismic Design Manual Volume 2: Examples for Light-Frame, Tilt-Up and Masonry Buildings<\/b><\/p>\n\n\n\n\n
Published By<\/td>\nPublication Date<\/td>\nNumber of Pages<\/td>\n<\/tr>\n
ICC<\/b><\/a><\/td>\n2018<\/td>\n381<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":211973,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2670],"product_tag":[],"class_list":{"0":"post-211970","1":"product","2":"type-product","3":"status-publish","4":"has-post-thumbnail","6":"product_cat-icc","8":"first","9":"instock","10":"sold-individually","11":"shipping-taxable","12":"purchasable","13":"product-type-simple"},"_links":{"self":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product\/211970","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product"}],"about":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/types\/product"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media\/211973"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=211970"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=211970"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=211970"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}