{"id":135939,"date":"2024-10-19T07:50:18","date_gmt":"2024-10-19T07:50:18","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/mn-buildingcode-2000\/"},"modified":"2024-10-25T00:00:31","modified_gmt":"2024-10-25T00:00:31","slug":"mn-buildingcode-2000","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/mn\/mn-buildingcode-2000\/","title":{"rendered":"MN BuildingCode 2000"},"content":{"rendered":"

2000 International Building Code\u00c2\u00ae integrated with the Minnesota State amendments.<\/p>\n

PDF Catalog<\/h4>\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n
PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
1<\/td>\nCOVER <\/td>\n<\/tr>\n
2<\/td>\nCopyright <\/td>\n<\/tr>\n
3<\/td>\nPreface <\/td>\n<\/tr>\n
5<\/td>\nSample Ordinance <\/td>\n<\/tr>\n
7<\/td>\nTable of Contents
Chapters 1-7
Chapter 1
Chapter 2
Chapter 3
Chapter 4
Chapter 5
Chapter 6
Chapter 7 <\/td>\n<\/tr>\n
8<\/td>\nChapters 8-15
Chapter 8
Chapter 9
Chapter 10
Chapter 11
Chapter 12
Chapter 13
Chapter 14
Chapter 15 <\/td>\n<\/tr>\n
9<\/td>\nChapters 16-20
Chapter 16
Chapter 17
Chapter 18
Chapter 19
Chapter 20 <\/td>\n<\/tr>\n
10<\/td>\nChapters 21-27
Chapter 21
Chapter 22
Chapter 23
Chapter 24
Chapter 25
Chapter 26
Chapter 27 <\/td>\n<\/tr>\n
11<\/td>\nChapters 28-35
Chapter 28
Chapter 29
Chapter 30
Chapter 31
Chapter 32
Chapter 33
Chapter 34
Chapter 35
Appendices A-D
Appendix A
Appendix B
Appendix C
Appendix D <\/td>\n<\/tr>\n
12<\/td>\nAppendices E-J
Appendix E
Appendix F
Appendix G
Appendix H
Appendix I
Appendix J
Index <\/td>\n<\/tr>\n
13<\/td>\nCHAPTER 1 ADMINISTRATION <\/td>\n<\/tr>\n
15<\/td>\nMINNESOTA RULES, CHAPTER 1300
1300.0010 ADMINISTRATION
1300.0020 TITLE
1300.0030 PURPOSE AND APPLICATION
1300.0040 SCOPE
1300.0050 CHAPTERS OF MINNESOTA STATE BUILDING CODE <\/td>\n<\/tr>\n
16<\/td>\n1300.0060 OPTIONAL ADMINISTRATION
1300.0070 DEFINITIONS <\/td>\n<\/tr>\n
17<\/td>\n1300.0080 CODE ADOPTION AND AMENDMENTS
1300.0090 DEPARTMENT OF BUILDING SAFETY
1300.0110 DUTIES AND POWERS OF BUILDING OFFICIAL <\/td>\n<\/tr>\n
19<\/td>\n1300.0120 PERMITS <\/td>\n<\/tr>\n
20<\/td>\n1300.0130 CONSTRUCTION DOCUMENTS <\/td>\n<\/tr>\n
21<\/td>\n1300.0140 VIOLATIONS
1300.0150 VIOLATIONS, PENALTY <\/td>\n<\/tr>\n
22<\/td>\n1300.0160 FEES <\/td>\n<\/tr>\n
23<\/td>\n1300.0170 STOP WORK ORDER
1300.0180 UNSAFE BUILDINGS OR STRUCTURES
1300.0190 TEMPORARY STRUCTURES AND USES
1300.0210 INSPECTIONS <\/td>\n<\/tr>\n
24<\/td>\n1300.0220 CERTIFICATE OF OCCUPANCY <\/td>\n<\/tr>\n
25<\/td>\n1300.0230 BOARD OF APPEALS
1300.0240 DISCLAIMER CLAUSE
1300.0250 SEVERABILITY <\/td>\n<\/tr>\n
27<\/td>\nMINNESOTA RULES, CHAPTER 1303
1303.1100 PURPOSE
1303.1200 RESTROOM FACILITIES IN PUBLIC ACCOMODATIONS
1303.1300 SPACE FOR COMMUTER VANS
1303.1400 AUTOMATIC GARAGE DOOR OPENING SYSTEMS
Subp. 5. TABLE 1-A MINIMUM RECYCLING SPACE REQUIREMENTS <\/td>\n<\/tr>\n
28<\/td>\n1303.1600 FOOTING DEPTH FOR FROST PROTECTION
1303.1700 GROUND SNOW LOAD
1303.1800 RADIAL ICE ON TOWERS
1303.1900 CONVENTIONAL FOUNDATION CONSTRUCTION
TABLE 2-A\u2014FOUNDATION WALL REINFORCEMENT REQUIREMENTS OF 12-INCH THICK HOLLOW UNIT MASONRY OR 8-INCH THICK CAST-IN-PLACE (CIP) CONCRETE <\/td>\n<\/tr>\n
29<\/td>\n1303.2000 EXTERIOR WOOD DECKS, PATIOS, AND BALCONIES
TABLE 2-B\u2014TYPES OF SOILS AND THEIR PROPERTIES <\/td>\n<\/tr>\n
31<\/td>\nMINNESOTA RULES, CHAPTER 1305
1305.0011 ADOPTION OF INTERNATIONAL BUILDING CODE BY REFERENCE AND ADMINISTRATIVE AUTHORITY
1305.0021 REFERENCES TO OTHER INTERNATIONAL CODE COUNCIL CODES
1305.0030 ADMINISTARTIVE PROCEDURE CRITERIA
1305.0040 VIOLATION <\/td>\n<\/tr>\n
33<\/td>\nCHAPTER 2 DEFINITIONS
Section 201
Section 202 <\/td>\n<\/tr>\n
45<\/td>\nCHAPTER 3 USE AND OCCUPANCY CLASSIFICATION
Section 301
TABLE 302.1.1 INCIDENTAL USE AREAS
Section 302 <\/td>\n<\/tr>\n
47<\/td>\nTABLE 302.3.3 REQUIRED SEPARATION OF OCCUPANCIES (HOURS)a <\/td>\n<\/tr>\n
48<\/td>\nSection 303
Section 304
Section 305 <\/td>\n<\/tr>\n
49<\/td>\nSection 306
Section 307 <\/td>\n<\/tr>\n
55<\/td>\nSection 308 <\/td>\n<\/tr>\n
56<\/td>\n[F] TABLE 307.7(1) MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZRADOUS MATERIALS POSING A PHYSICAL HAZARDa,j <\/td>\n<\/tr>\n
57<\/td>\n[F] TABLE 307.7(2) MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZRADOUS MATERIAL POSING A HEALTH HAZARDa,b,c <\/td>\n<\/tr>\n
58<\/td>\nSection 309
Section 310 <\/td>\n<\/tr>\n
59<\/td>\nSection 311 <\/td>\n<\/tr>\n
60<\/td>\nSection 312 <\/td>\n<\/tr>\n
61<\/td>\nCHAPTER 4 SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
Section 401
Section 402 <\/td>\n<\/tr>\n
64<\/td>\nSection 403 <\/td>\n<\/tr>\n
65<\/td>\nSection 404 <\/td>\n<\/tr>\n
66<\/td>\nSection 405 <\/td>\n<\/tr>\n
69<\/td>\nSection 406 <\/td>\n<\/tr>\n
72<\/td>\nTABLE 406.3.5 OPEN PARKING GARAGES AREA AND HEIGHT <\/td>\n<\/tr>\n
73<\/td>\nSection 407 <\/td>\n<\/tr>\n
75<\/td>\nSection 408 <\/td>\n<\/tr>\n
77<\/td>\nSection 409 <\/td>\n<\/tr>\n
78<\/td>\nSection 410 <\/td>\n<\/tr>\n
82<\/td>\nSection 411
Section 412 <\/td>\n<\/tr>\n
83<\/td>\nTABLE 412.1.2 HEIGHT AND AREA LIMITATIONS FOR AIRPORT TRAFFIC CONTROL TOWERS <\/td>\n<\/tr>\n
85<\/td>\nSection 413
Section 414 <\/td>\n<\/tr>\n
89<\/td>\nTABLE 414.2.2 DESIGN AND NUMBER OF CONTROL AREAS
TABLE 414.2.4 MAXIMUM ALLOWABLE QUANTITY PER INDOOR AND OUTDOOR CONTROL AREA IN GROUP M AND S OCCUPANCIES NONFLAMMABLE SOLIDS AND NONFLAMMABLE AND NONCOMBUSTIBLE LIQUIDS d,e,f <\/td>\n<\/tr>\n
90<\/td>\nTABLE 414.5.1 EXPLOSION CONTROL REQUIREMENTSa <\/td>\n<\/tr>\n
91<\/td>\nSection 415 <\/td>\n<\/tr>\n
93<\/td>\nTABLE 415.3.1 MINIMUM SEPARATION DISTANCES FOR BUILDINGS CONTAINING EXPLOSIVE MATERIALS <\/td>\n<\/tr>\n
95<\/td>\nTABLE 415.3.1\u2014continued
TABLE 415.3.2 REQUIRED DETACHED STORAGE <\/td>\n<\/tr>\n
100<\/td>\nTABLE 415.9.2.1.1 QUANTITY LIMITS FOR HAZARDOUS MATERIALS IN A FABRICATION AREA IN GROUP H-5a <\/td>\n<\/tr>\n
101<\/td>\nTABLE 415.9.2.1.1\u2014continued <\/td>\n<\/tr>\n
103<\/td>\nTABLE 415.9.5.9 MINIMUM SEPARATION OF HPMa,b <\/td>\n<\/tr>\n
106<\/td>\nSection 416
Section 417
Section 418 <\/td>\n<\/tr>\n
109<\/td>\nCHAPTER 5 GENERAL BUILDING HEIGHTS AND AREAS
Section 501
Section 502
Section 503 <\/td>\n<\/tr>\n
110<\/td>\nTABLE 503 ALLOWABLE HEIGHT AND BUILDING AREAS <\/td>\n<\/tr>\n
111<\/td>\nTABLE 503\u2014continued
Section 504 <\/td>\n<\/tr>\n
112<\/td>\nSection 505 <\/td>\n<\/tr>\n
113<\/td>\nSection 506
(Equation 5-1)
Section 507 <\/td>\n<\/tr>\n
114<\/td>\nSection 508 <\/td>\n<\/tr>\n
119<\/td>\nCHAPTER 6 TYPES OF CONSTRUCTION
Section 601
Section 602 <\/td>\n<\/tr>\n
120<\/td>\nSection 603 <\/td>\n<\/tr>\n
121<\/td>\nTABLE 601 FIRE-RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTS (hours)
TABLE 602 FIRE-RESISTANCE RATING REQUIREMENTS FOR EXTERIOR WALLS BASED ON FIRE SEPARATION DISTANCE <\/td>\n<\/tr>\n
123<\/td>\nCHAPTER 7 FIRE-RESISTANCE-RATED CONSTRUCTION
Section 701
Section 702 <\/td>\n<\/tr>\n
124<\/td>\nSection 703 <\/td>\n<\/tr>\n
125<\/td>\nSection 704 <\/td>\n<\/tr>\n
126<\/td>\n(Equation 7-1) <\/td>\n<\/tr>\n
127<\/td>\nFIGURE 704.7 EQUIVALENT OPENING FACTOR
(Equation 7-2) <\/td>\n<\/tr>\n
128<\/td>\nTABLE 704.8 MAXIMUM AREA OF EXTERIOR WALL OPENINGSa <\/td>\n<\/tr>\n
129<\/td>\nSection 705 <\/td>\n<\/tr>\n
130<\/td>\nTABLE 705.4 FIRE WALL FIRE-RESISTANCE RATINGS <\/td>\n<\/tr>\n
132<\/td>\nSection 706
Section 707 <\/td>\n<\/tr>\n
135<\/td>\nSection 708 <\/td>\n<\/tr>\n
136<\/td>\nSection 709
Section 710 <\/td>\n<\/tr>\n
137<\/td>\nSection 711 <\/td>\n<\/tr>\n
139<\/td>\nSection 712 <\/td>\n<\/tr>\n
140<\/td>\nSection 713 <\/td>\n<\/tr>\n
141<\/td>\nSection 714 <\/td>\n<\/tr>\n
144<\/td>\nSection 715 <\/td>\n<\/tr>\n
147<\/td>\nSection 716 <\/td>\n<\/tr>\n
149<\/td>\nSection 717
Section 718 <\/td>\n<\/tr>\n
150<\/td>\nSection 719 <\/td>\n<\/tr>\n
151<\/td>\nTABLE 719.1(1) MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALSm <\/td>\n<\/tr>\n
152<\/td>\nTABLE 719.1(1)\u2014continued <\/td>\n<\/tr>\n
153<\/td>\nTABLE 719.1(1)\u2013continued <\/td>\n<\/tr>\n
154<\/td>\nTABLE 719.1(1)\u2014continued <\/td>\n<\/tr>\n
155<\/td>\nTABLE 719.1(2) RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONSa,o,p <\/td>\n<\/tr>\n
156<\/td>\nTABLE 719.1(2)\u2014continued <\/td>\n<\/tr>\n
157<\/td>\nTABLE 719.1(2)\u2013continued <\/td>\n<\/tr>\n
158<\/td>\nTABLE 719.1(2)\u2014continued <\/td>\n<\/tr>\n
159<\/td>\nTABLE 719.1(2)\u2014continued <\/td>\n<\/tr>\n
160<\/td>\nTABLE 719.1(2)\u2014continued <\/td>\n<\/tr>\n
161<\/td>\nTABLE 719.1(2)\u2014continued <\/td>\n<\/tr>\n
163<\/td>\nTABLE 719.1(3) MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMSa,q <\/td>\n<\/tr>\n
164<\/td>\nTABLE 719.1(3)\u2014continued <\/td>\n<\/tr>\n
165<\/td>\nTABLE 719.1(3)\u2014continued <\/td>\n<\/tr>\n
166<\/td>\nTABLE 719.1(3)\u2014continued <\/td>\n<\/tr>\n
167<\/td>\nTABLE 719.1(3)\u2014continued <\/td>\n<\/tr>\n
168<\/td>\nTABLE 719.1(3)\u2014continued <\/td>\n<\/tr>\n
169<\/td>\nTABLE 719.1(3)\u2014continued <\/td>\n<\/tr>\n
170<\/td>\nTABLE 719.1(3)\u2014continued <\/td>\n<\/tr>\n
171<\/td>\nTABLE 719.1(3)\u2014continued <\/td>\n<\/tr>\n
172<\/td>\nSection 720 <\/td>\n<\/tr>\n
173<\/td>\nTABLE 720.2.1.1 MINIMUM EQUIVALENT THICKNESS OF CAST-IN-PLACE OR PRECAST CONCRETE WALLS, LOADBEARING OR NONLOADBEARING
(Equation 7-3)
(Equation 7-4) <\/td>\n<\/tr>\n
174<\/td>\nTABLE 720.2.1.2(1) VALUES OF Rn 0.59 FOR USE IN EQUATION 7-4
TABLE 720.2.1.2(2) FIRE RESISTANCE RATINGS BASED ON R 0.59
FIGURE 720.2.1.2 FIRE-RESISTANCE RATINGS OF TWO-WYTHE CONCRETE WALLS <\/td>\n<\/tr>\n
175<\/td>\nFIGURE 720.2.1.3.1 CERAMIC FIBER JOINT PROTECTION <\/td>\n<\/tr>\n
176<\/td>\nTABLE 720.2.2.1 MINIMUM SLAB THICKNESS (inches)
FIGURE 720.2.2.1.2 DETERMINATION OF SLAB THICKNESS FOR SLOPING SOFFITS
(Equation 7-5)
FIGURE 720.2.2.1.3 SLABS WITH RIBBED OR UNDULATING SOFFITS
TABLE 720.2.1.4(1) MULTIPLYING FACTOR FOR FINISHES ON NONFIRE-EXPOSED SIDE OF WALL <\/td>\n<\/tr>\n
177<\/td>\nTABLE 720.2.1.4(2) TIME ASSIGNED TO FINISH MATERIALS ON FIRE-EXPOSED SIDE OF WALL
FIGURE 720.2.2.2 FIRE-RESISTANCE RATINGS FOR TWO-COURSE CONCRETE FLOORS
FIGURE 720.2.2.3(1) FIRE-RESISTANCE RATINGS FOR CONCRETE ROOF ASSEMBLIES <\/td>\n<\/tr>\n
178<\/td>\nFIGURE 720.2.2.3(2) FIRE-RESISTANCE RATINGS FOR CONCRETE ROOF ASSEMBLIES
TABLE 720.2.4 MINIMUM DIMENSION OF CONCRETE COLUMNS (inches) <\/td>\n<\/tr>\n
179<\/td>\nTABLE 720.2.3(1) COVER THICKNESS FOR REINFORCED CONCRETE FLOOR OR ROOF SLABS (inches)
TABLE 720.2.3(2) COVER THICKNESS FOR PRESTRESSED CONCRETE FLOOR OR ROOF SLABS (inches)
TABLE 720.2.3(3) MINIMUM COVER FOR MAIN REINFORCING BARS OF REINFORCED CONCRETE BEAMSc (APPLICABLE TO ALL TYPES OF STRUCTURAL CONCRETE) <\/td>\n<\/tr>\n
180<\/td>\nTABLE 720.2.3(4) MINIMUM COVER FOR PRESTRESSED CONCRETE BEAMS 8 INCHES OR GREATER IN WIDTH
TABLE 720.2.3(5) MINIMUM COVER FOR PRESTESSED CONCRETE BEAMS OF ALL WIDTHS <\/td>\n<\/tr>\n
181<\/td>\n(Equation 7-6) <\/td>\n<\/tr>\n
182<\/td>\nTABLE 720.3.2 MINIMUM EQUIVALENT THICKNESS (inches) OF BEARING OR NONBEARING CONCRETE MASONRY WALLSa,b,c,d
(Equation 7-7) <\/td>\n<\/tr>\n
183<\/td>\nTABLE 720.3.4 MINIMUM COVER OF LONGITUDINAL REINFORCEMENT IN FIRE-RESISTANCE-RATED REINFORCED CONCRETE MASONRY LINTELS (inches)
TABLE 720.3.5 MINIMUM DIMENSION OF CONCRETE MASONRY COLUMNS (inches)
(Equation 7-8)
(Equation 7-9)
(Equation 7-10) <\/td>\n<\/tr>\n
184<\/td>\n(Equation 7-11)
FIGURE 720.5.1(1) DETERMINATION OF THE HEATED PERIMETER OF STRUCTURAL STEEL COLUMNS <\/td>\n<\/tr>\n
185<\/td>\nTABLE 720.4.1(1) FIRE-RESISTANCE PERIODS OF CLAY MASONRY WALLS
TABLE 720.4.1(2) FIRE-RESISTANCE RATINGS FOR BEARING STEEL FRAMED BRICK VENEER WALLS OR PARTITIONS <\/td>\n<\/tr>\n
186<\/td>\nTABLE 720.4.1(3) VALUES OF Rn 0.59
TABLE 720.4.1(4) COEFFICIENTS FOR PLASTER, pl a
TABLE 720.4.1(5) REINFORCED MASONRY LINTELS
TABLE 720.4.1(6) REINFORCED CLAY MASONRY COLUMNS
(Equation 7-12)
FIGURE 720.5.1(2) GYPSUM WALLBOARD PROTECTED STRUCTURAL STEEL COLUMN COVERS <\/td>\n<\/tr>\n
187<\/td>\nFIGURE 720.5.1(3) GYPSUM WALLBOARD PROTECTED STRUCTURAL STEEL COLUMNS WITH STEEL STUD\/SCREW ATTACHMENT SYSTEM
FIGURE 720.5.1(4) FIRE RESISTANCE OF STRUCTURAL STEEL COLUMNS PROTECTED WITH VARIOUS THICKNESSES OF TYPE X GYPSUM WALLBOARD
(Equation 7-13) <\/td>\n<\/tr>\n
188<\/td>\nTABLE 720.5.1(1) W\/D RATIOS FOR STEEL COLUMNS <\/td>\n<\/tr>\n
189<\/td>\nFIGURE 720.5.1(5) WIDE FLANGE STRUCTURAL STEEL COLUMNS WITH SPRAY-APPLIED FIRE-RESISTANT MATERIALS
(Equation 7-14)
FIGURE 720.5.1(6) CONCRETE PROTECTED STRUCTURAL STEEL COLUMNSa
(Equation 7-15)
TABLE 720.5.1(2) PROPERTIES OF CONCRETE <\/td>\n<\/tr>\n
190<\/td>\n(Equation 7-16)
TABLE 720.5.1(3) THERMAL CONDUCTIVITY OF CONCRETE OR CLAY MASONRY UNITS
FIGURE 720.5.1(7) CONCRETE OR CLAY MASONRY PROTECTED STRUCTURAL STEEL COLUMNS <\/td>\n<\/tr>\n
191<\/td>\nFIGURE 720.5.2 DETERMINATION OF THE HEATED PERIMETER OF STRUCTURAL STEEL BEAMS AND GIRDERS <\/td>\n<\/tr>\n
192<\/td>\nTABLE 720.5.1(4) WEIGHT TO HEATED PERIMETER RATIOS (W\/D) FOR TYPICAL WIDE FLANGE BEAM AND GIRDER SHAPES
TABLE 720.5.1(4)\u2013continued <\/td>\n<\/tr>\n
193<\/td>\nTABLE 720.5.1(5) FIRE RESISTANCE OF CONCRETE MASONRY PROTECTED STEEL COLUMNS <\/td>\n<\/tr>\n
194<\/td>\nTABLE 720.5.1(5)\u2014continued <\/td>\n<\/tr>\n
195<\/td>\nTABLE 720.5.1(6) FIRE RESISTANCE OF CLAY MASONRY PROTECTED STEEL COLUMNS <\/td>\n<\/tr>\n
196<\/td>\nTABLE 720.5.1(6)\u2014continued <\/td>\n<\/tr>\n
197<\/td>\nTABLE 720.5.1(7) MINIMUM COVER (inch) FOR STEEL COLUMNS ENCASED IN NORMAL WEIGHT CONCRETEa [FIGURE720.5.1(6)(c)]
TABLE 720.5.1(8) MINIMUM COVER (inch) FOR STEEL COLUMNS ENCASED IN STRUCTURAL LIGHTWEIGHT CONCRETEa [FIGURE 720.5.1(6)(c)] <\/td>\n<\/tr>\n
198<\/td>\nTABLE 720.5.1(9) MINIMUM COVER (inch) FOR STEEL COLUMNS IN NORMAL WEIGHT PRECAST COVERSa [FIGURE 720.5.1 (6)(a)]
TABLE 720.5.1(10) MINIMUM COVER (inch) FOR STEEL COLUMNS IN STRUCTURAL LIGHTWEIGHT PRECAST COVERSa [FIGURE 720.5.1(6)(a)] <\/td>\n<\/tr>\n
199<\/td>\nTABLE 720.6.2(1) TIME ASSIGNED TO WALLBOARD MEMBRANESa,b,c,d
TABLE 720.6.2(2) TIME ASSIGNED FOR CONTRIBUTION OF WOOD FRAMEa,b,c <\/td>\n<\/tr>\n
200<\/td>\n(Equation 7-18)
(Equation 7-19)
(Equation 7-20)
(Equation 7-21)
TABLE 720.6.2(3) MEMBRANEa ON EXTERIOR FACE OF WOOD STUD WALLS <\/td>\n<\/tr>\n
201<\/td>\nTABLE 720.6.2(4) FLOORING OR ROOFING OVER WOOD FRAMINGa
TABLE 720.6.2(5) TIME ASSIGNED FOR ADDITIONAL PROTECTION
FIGURE 720.6.3(1) LOAD FACTOR
FIGURE 720.6.3(2) EFFECTIVE LENGTH FACTORS <\/td>\n<\/tr>\n
203<\/td>\nCHAPTER 8 INTERIOR FINISHES
Section 801
Section 802
Section 803 <\/td>\n<\/tr>\n
205<\/td>\nTABLE 803.4 INTERIOR WALL AND CEILING FINISH REQUIREMENTS BY OCCUPANCYk <\/td>\n<\/tr>\n
206<\/td>\nSection 804 <\/td>\n<\/tr>\n
207<\/td>\nSection 805 <\/td>\n<\/tr>\n
209<\/td>\nCHAPTER 9 FIRE PROTECTION SYSTEMS
Section 901
Section 902 <\/td>\n<\/tr>\n
212<\/td>\nSection 903 <\/td>\n<\/tr>\n
213<\/td>\nTABLE 903.2.4.2 GROUP H-5 SPRINKLER DESIGN CRITERIA <\/td>\n<\/tr>\n
215<\/td>\nTABLE 903.2.15 ADDITIONAL REQUIRED SUPPRESSION SYSTEMS <\/td>\n<\/tr>\n
218<\/td>\nSection 904 <\/td>\n<\/tr>\n
220<\/td>\nSection 905 <\/td>\n<\/tr>\n
222<\/td>\nSection 906
Section 907 <\/td>\n<\/tr>\n
234<\/td>\nSection 908 <\/td>\n<\/tr>\n
235<\/td>\nSection 909 <\/td>\n<\/tr>\n
236<\/td>\n(Equation 9-1) <\/td>\n<\/tr>\n
237<\/td>\n(Equation 9-2)
(Equation 9-3)
(Equation 9-4)
(Equation 9-5) <\/td>\n<\/tr>\n
238<\/td>\n(Equation 9-6)
(Equation 9-7) <\/td>\n<\/tr>\n
244<\/td>\nSection 910 <\/td>\n<\/tr>\n
245<\/td>\nTABLE 910.3 REQUIREMENTS FOR CURTAIN BOARDS AND SMOKE VENTINGa <\/td>\n<\/tr>\n
246<\/td>\nTABLE 910.5.2.1.2 MINIMUM HEAT RELEASE RATES FOR CONTROL MODE SPRINKLERS <\/td>\n<\/tr>\n
248<\/td>\nSection 911 <\/td>\n<\/tr>\n
249<\/td>\nCHAPTER 10 MEANS OF EGRESS
Section 1001
Section 1002 <\/td>\n<\/tr>\n
251<\/td>\nSection 1003 <\/td>\n<\/tr>\n
253<\/td>\nTABLE 1003.2.2.2 MAXIMUM FLOOR AREA ALLOWANCES PER OCCUPANT
TABLE 1003.2.2.2\u2014continued <\/td>\n<\/tr>\n
255<\/td>\nTABLE 1003.2.3 EGRESS WIDTH PER OCCUPANT SERVED <\/td>\n<\/tr>\n
261<\/td>\nTABLE 1003.3.1.3.1 REVOLVING DOOR SPEEDS <\/td>\n<\/tr>\n
271<\/td>\nSection 1004 <\/td>\n<\/tr>\n
273<\/td>\nTABLE 1004.2.4 EXIT ACCESS TRAVLE DISTANCEa <\/td>\n<\/tr>\n
275<\/td>\nTABLE 1004.3.2.1 CORRIDOR FIRE-RESISTANCE RATING <\/td>\n<\/tr>\n
277<\/td>\nSection 1005 <\/td>\n<\/tr>\n
278<\/td>\nTABLE 1005.2.2 BUILDINGS WITH ONE EXIT <\/td>\n<\/tr>\n
281<\/td>\nSection 1006 <\/td>\n<\/tr>\n
283<\/td>\nSection 1007
Section 1008 <\/td>\n<\/tr>\n
284<\/td>\nTABLE 1008.5.2 WIDTH OF AISLES FOR SMOKE-PROTECTED ASSEMBLY <\/td>\n<\/tr>\n
288<\/td>\nSection 1009 <\/td>\n<\/tr>\n
291<\/td>\nCHAPTER 11 ACCESSABILITY <\/td>\n<\/tr>\n
293<\/td>\nCHAPTER 12 INTERIOR ENVIRONMENT
Section 1201
Section 1202 <\/td>\n<\/tr>\n
294<\/td>\nSection 1203
Section 1204 <\/td>\n<\/tr>\n
295<\/td>\nSection 1205
Section 1206
Section 1207 <\/td>\n<\/tr>\n
296<\/td>\nSection 1208
Section 1209 <\/td>\n<\/tr>\n
297<\/td>\nCHAPTER 13 ENERGY EFFICIENCY <\/td>\n<\/tr>\n
299<\/td>\nCHAPTER 14 EXTERIOR WALLS
Section 1401
Section 1402
Section 1403 <\/td>\n<\/tr>\n
300<\/td>\nSection 1404
Section 1405 <\/td>\n<\/tr>\n
301<\/td>\nTABLE 1405.2 MINIMUM THICKNESS OF WEATHER COVERINGS <\/td>\n<\/tr>\n
304<\/td>\nSection 1406 <\/td>\n<\/tr>\n
305<\/td>\nTABLE 1406.2.1.2 MINIMUM FIRE SEPARATION FOR COMBUSTIBLE VENEERS <\/td>\n<\/tr>\n
306<\/td>\nSection 1407 <\/td>\n<\/tr>\n
309<\/td>\nCHAPTER 15 ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
Section 1501
Section 1502 <\/td>\n<\/tr>\n
310<\/td>\nSection 1503
Section 1504 <\/td>\n<\/tr>\n
311<\/td>\nSection 1505 <\/td>\n<\/tr>\n
313<\/td>\nTABLE 1505.1a,b MINIMUM ROOF COVERING CLASSIFICATION FOR TYPES OF CONSTRUCTION
Section 1506
Section 1507 <\/td>\n<\/tr>\n
314<\/td>\nTABLE 1507.2 ASPHALT SHINGLE APPLICATION <\/td>\n<\/tr>\n
316<\/td>\nTABLE 1507.2.9.2 VALLEY LINING MATERIAL <\/td>\n<\/tr>\n
317<\/td>\nTABLE 1507.3.5 TRANSVERSE BREAKING STRENGTH OF CONCRETE ROOF TILE (lbs.)
TABLE 1507.3.7 CLAY AND CONCRETE TILE ATTACHMENTa,b,c <\/td>\n<\/tr>\n
318<\/td>\nTABLE 1507.3.7\u2014continued <\/td>\n<\/tr>\n
319<\/td>\nTABLE 1507.4.3 METAL ROOF COVERINGS <\/td>\n<\/tr>\n
320<\/td>\nTABLE 1507.7.5 SLATE SHIGLE HEADLAP <\/td>\n<\/tr>\n
321<\/td>\nTABLE 1507.8 WOOD SHIGLE AND SHAKE INSTALLATION <\/td>\n<\/tr>\n
322<\/td>\nTABLE 1507.8.4 WOOD SHIGLE MATERIAL REQUIREMENTS
TABLE 1507.8.6 WOOD SHIGLE WEATHER EXPOSURE AND ROOF SLOPE <\/td>\n<\/tr>\n
323<\/td>\nTABLE 1507.9.5 WOOD SHAKE MATERIAL REQUIREMENTS
TABLE 1507.9.7 WOOD SHAKE WEATHER EXPOSURE AND ROOF SLOPE <\/td>\n<\/tr>\n
324<\/td>\nTABLE 1507.10.2 BUILT-UP ROOFING MATERIAL STANDARDS
Section 1508
Section 1509 <\/td>\n<\/tr>\n
326<\/td>\nSection 1510 <\/td>\n<\/tr>\n
327<\/td>\nCHAPTER 16 STRUCTURAL DESIGN
Section 1601
Section 1602 <\/td>\n<\/tr>\n
330<\/td>\nSection 1603 <\/td>\n<\/tr>\n
331<\/td>\nSection 1604 <\/td>\n<\/tr>\n
332<\/td>\nTABLE 1604.3 DEFLECTION LIMITSa,b,c
Section 1605 <\/td>\n<\/tr>\n
335<\/td>\nSection 1606
Section 1607 <\/td>\n<\/tr>\n
336<\/td>\nTABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS AND MINIMUM CONCENTRATED LIVE LOADS <\/td>\n<\/tr>\n
337<\/td>\nTABLE 1607.6 UNIFORM AND CONCENTRATED LOADS <\/td>\n<\/tr>\n
338<\/td>\n(Equation 16-1)
TABLE 1607.9.1 LIVE LOAD ELEMENT FACTOR, KLL
(Equation 16-2) <\/td>\n<\/tr>\n
339<\/td>\n(Equation 16-3)
(Equation 16-4)
(Equation 16-5)
(Equation 16-6)
(Equation 16-7)
(Equation 16-8)
(Equation 16-9)
(Equation 16-10) <\/td>\n<\/tr>\n
340<\/td>\nSection 1608 <\/td>\n<\/tr>\n
341<\/td>\nTABLE 1608.2 GROUND SNOW LOADS, pg, FOR ALASKAN LOCATIONS
Section 1609 <\/td>\n<\/tr>\n
343<\/td>\nTABLE 1609.1.4 WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULE FOR WOOD STRUCTURAL PANELSa,b,c
(Equation 16-11) <\/td>\n<\/tr>\n
344<\/td>\n(Equation 16-12)
(Equation 16-13)
TABLE 1609.3.1 EQUIVALENT BASIC WIND SPEEDSa,b,c <\/td>\n<\/tr>\n
346<\/td>\n(Equation 16-14)
Section 1610 <\/td>\n<\/tr>\n
347<\/td>\nSection 1611
(Equation 16-15)
Section 1612 <\/td>\n<\/tr>\n
348<\/td>\nFIGURE 1609 BASIC WIND SPEED (3-SECOND GUST) <\/td>\n<\/tr>\n
349<\/td>\nFIGURE 1609\u2014continued <\/td>\n<\/tr>\n
350<\/td>\nFIGURE 1609\u2014continued <\/td>\n<\/tr>\n
351<\/td>\nFIGURE 1609\u2014continued <\/td>\n<\/tr>\n
352<\/td>\nFIGURE 1609\u2014continued <\/td>\n<\/tr>\n
353<\/td>\nFIGURE 1609.6(1) MAIN WINDFORCE (MWF) LOADING DIAGRAM <\/td>\n<\/tr>\n
354<\/td>\nFIGURE 1609.6(2) COMPONENT AND CLADDING LOADING DIAGRAMS <\/td>\n<\/tr>\n
355<\/td>\nFIGURE 1609.6(3) APPLICATION OF MAIN WINDFORCE-RESISTING SYSTEM (MWFRS) LOADS FOR SIMPLE DIAPHRAGM BUILDINGS <\/td>\n<\/tr>\n
356<\/td>\nTABLE 1609.6.2.1(1) MAIN WINDFORCE-RESISTING SYSTEM LOADS FOR A BUILDING WITH MEAN ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE <\/td>\n<\/tr>\n
357<\/td>\nTABLE 1609.6.2.1(1)\u2014continued <\/td>\n<\/tr>\n
358<\/td>\nTABLE 1609.6.2.1(2) COMPONENET AND CLADDING LOADS FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE Ba (psf) <\/td>\n<\/tr>\n
359<\/td>\nTABLE 1609.6.2.1(2)\u2014continued <\/td>\n<\/tr>\n
360<\/td>\nTABLE 1609.6.2.1(3) ROOF OVERHANG COMPONENT AND CLADDING DESIGN WIND PRESSURES FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE Ba (psf)
TABLE 1609.6.2.1(4) HEIGHT AND EXPOSURE ADJUSTMENT COEFFICIENTSa <\/td>\n<\/tr>\n
361<\/td>\nTABLE 1610.1 SOIL LATERAL LOAD <\/td>\n<\/tr>\n
363<\/td>\nSection 1613 <\/td>\n<\/tr>\n
364<\/td>\nSection 1614 <\/td>\n<\/tr>\n
365<\/td>\nSection 1615 <\/td>\n<\/tr>\n
366<\/td>\nFIGURE 1615(1) MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES OF 0.2 SEC SPECTRAL RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING). SITE CLASS B <\/td>\n<\/tr>\n
367<\/td>\nFIGURE 1615(1)\u2014continued <\/td>\n<\/tr>\n
368<\/td>\nFIGURE 1615(2) MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES OF 1.0 SEC SPECTRAL RESPONSE ACCELLERATION (5 PERCENT OF CRITICAL DAMPING). SITE CLASS B <\/td>\n<\/tr>\n
369<\/td>\nFIGURE 1615(2)\u2014continued <\/td>\n<\/tr>\n
370<\/td>\nFIGURE 1615(3) MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF 0.2 SEC SPECTRAL RESPONSE ACCELRATION (5 PERCENT OF CRITICAL DAMPING). SITE CLASS B <\/td>\n<\/tr>\n
371<\/td>\nFIGURE 1615(3)\u2014continued <\/td>\n<\/tr>\n
372<\/td>\nFIGURE 1615(4) MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING). SITE CLASS B <\/td>\n<\/tr>\n
373<\/td>\nFIGURE 1615(4)\u2014continued <\/td>\n<\/tr>\n
374<\/td>\nFIGURE 1615(5) MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 2 OF 0.2 SEC SPECTRAL RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING). SITE CLASS B <\/td>\n<\/tr>\n
375<\/td>\nFIGURE 1615(5)\u2014continued <\/td>\n<\/tr>\n
376<\/td>\nFIGURE 1615(6) MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 2 OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING). SITE CLASS B <\/td>\n<\/tr>\n
377<\/td>\nFIGURE 1615(6)\u2014continued <\/td>\n<\/tr>\n
378<\/td>\nFIGURE 1615(7) MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR ALASKA OF 0.2 SEC SPECTRAL RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING). SITE CLASS B <\/td>\n<\/tr>\n
379<\/td>\nFIGURE 1615(7)\u2014continued <\/td>\n<\/tr>\n
380<\/td>\nFIGURE 1615(8) MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR HAWAII OF 0.2 SEC SPECTRAL RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING). SITE CLASS B <\/td>\n<\/tr>\n
381<\/td>\nFIGURE 1615(8)\u2014continued <\/td>\n<\/tr>\n
382<\/td>\nFIGURE 1615(9) MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR PUERTO RICO, CULEBRA, VIEQUES, ST. THOMAS, ST. JOHN, AND ST. CROIX OF 0.2 AND 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING). SITE CLASS B <\/td>\n<\/tr>\n
383<\/td>\nFIGURE 1615(10) MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR GUAM AND TUTUILLA OF 0.2 AND 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING). SITE CLASS B <\/td>\n<\/tr>\n
384<\/td>\n(Equation 16-16)
(Equation 16-17)
(Equation 16-18)
(Equation 16-19)
TABLE 1615.1.1 SITE CLASS DEFINITIONS <\/td>\n<\/tr>\n
385<\/td>\nTABLE 1615.1.2(1) VALUES OF SITE COEFFICIENT Fa AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS (Ss)a
TABLE 1615.1.2(2) VALUES OF SITE COEFFICIENT Fv AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELLERATION AT 1 SECOND PERIOD (S1)a
(Equation 16-20)
(Equation 16-21) <\/td>\n<\/tr>\n
386<\/td>\nFIGURE 1615.1.4 DESIGN RESPONSE SPECTRUM
(Equation 16-22)
(Equation 16-23)
(Equation 16-24)
(Equation 16-25) <\/td>\n<\/tr>\n
387<\/td>\nTABLE 1615.1.5 SITE CLASSIFICATIONa
FIGURE 1615.2.2 DETERMINISTIC LIMIT ON MAXIMUM CONSIDERED EARTHQUAKE RESPONSE SPECTRUM <\/td>\n<\/tr>\n
388<\/td>\nSection 1616
TABLE 1616.3(1) SEISMIC DESIGN CATEGORY BASED ON SHORT PERID RESPONSE ACCELERATIONS <\/td>\n<\/tr>\n
389<\/td>\nTABLE 1616.3(2) SEISMIC DESIGN CATEGORY BASED ON 1 SECOND PERIOD RESPONSE ACCELERATION
(Equation 16-27) <\/td>\n<\/tr>\n
390<\/td>\nTABLE 1616.5.1 PLAN STRUCTURAL IRREGULARITIES <\/td>\n<\/tr>\n
391<\/td>\nTABLE 1616.5.2 VERTICAL STRUCTURAL IRREGULARITIES
Section 1617
(Equation 16-28) <\/td>\n<\/tr>\n
392<\/td>\nTABLE 1616.6.3 ANALYSIS PROCEDURES FOR SEISMIC DESIGN CATEGORIES D, E OR F
(Equation 16-29)
(Equation 16-30)
(Equation 16-31) <\/td>\n<\/tr>\n
393<\/td>\n(Equation 16-32)
(Equation 16-33)
(Equation 16-34) <\/td>\n<\/tr>\n
394<\/td>\n(Equation 16-35)
(Equation 16-36)
(Equation 16-37)
(Equation 16-38)
TABLE 1617.3 ALLOWABLE STORY DRIFT, \u2206a (inches) <\/td>\n<\/tr>\n
395<\/td>\nTABLE 1617.4.2 COEFFICIENT FOR UPPER LIMIT ON CALCULATED PERIOD
(Equation 16-39)
(Equation 16-40)
(Equation 16-41)
(Equation 16-42)
(Equation 16-43) <\/td>\n<\/tr>\n
396<\/td>\n(Equation 16-44)
(Equation 16-45)
(Equation 16-46) <\/td>\n<\/tr>\n
397<\/td>\n(Equation 16-47)
(Equation 16-48) <\/td>\n<\/tr>\n
399<\/td>\nTABLE 1617.6 DESIGN COEFFICIENTS AND FACTORS FOR BASIC SEISMIC-FORCE-RESISTING SYSTEMS <\/td>\n<\/tr>\n
400<\/td>\nTABLE 1617.6\u2014continued <\/td>\n<\/tr>\n
401<\/td>\nTABLE 1617.6\u2014continued <\/td>\n<\/tr>\n
402<\/td>\nTABLE 1617.6\u2014continued <\/td>\n<\/tr>\n
403<\/td>\nSection 1618
(Equation 16-51)
(Equation 16-52) <\/td>\n<\/tr>\n
404<\/td>\n(Equation 16-53)
(Equation 16-54)
(Equation 16-55)
(Equation 16-56)
(Equation 16-57)
(Equation 16-58) <\/td>\n<\/tr>\n
405<\/td>\n(Equation 16-59) <\/td>\n<\/tr>\n
406<\/td>\nSection 1619
Section 1620
(Equation 16-60)
(Equation 16-61)
(Equation 16-62) <\/td>\n<\/tr>\n
407<\/td>\n(Equation 16-63)
(Equation 16-64) <\/td>\n<\/tr>\n
408<\/td>\n(Equation 16-65) <\/td>\n<\/tr>\n
409<\/td>\n(Equation 16-66)
Section 1621 <\/td>\n<\/tr>\n
410<\/td>\n(Equation 16-67)
(Equation 16-68)
(Equation 16-69)
(Equation 16-70)
(Equation 16-71)
(Equation 16-72)
(Equation 16-73) <\/td>\n<\/tr>\n
413<\/td>\nTABLE 1621.2 ARCHITECTURAL COMPONENTS COEFFICIENTS <\/td>\n<\/tr>\n
414<\/td>\n(Equation 16-74) <\/td>\n<\/tr>\n
415<\/td>\nTABLE 1621.3 MECHANICAL AND ELECTRICAL COMPONENTS COEFFICIENTS <\/td>\n<\/tr>\n
420<\/td>\nSection 1622 <\/td>\n<\/tr>\n
421<\/td>\n(Equation 16-75)
(Equation 16-76) <\/td>\n<\/tr>\n
422<\/td>\nTABLE 1622.2.5(1) SEISMIC COEFFICIENTS FOR NONBUILDING STRUCTURES <\/td>\n<\/tr>\n
423<\/td>\nTABLE 1622.2.5(2) IMPORTANCE FACTOR (I) AND SEISMIC USE GROUP CLASSIFICATION FOR NONBUILDING STRUCTURES
(Equation 16-77) <\/td>\n<\/tr>\n
424<\/td>\n(Equation 16-78) <\/td>\n<\/tr>\n
426<\/td>\nSection 1623 <\/td>\n<\/tr>\n
428<\/td>\n(Equation 16-79)
TABLE 1623.2.2.1 DAMPING COEFFICIENT, BD OR BM
(Equation 16-80)
(Equation 16-81)
(Equation 16-82) <\/td>\n<\/tr>\n
429<\/td>\n(Equation 16-83)
(Equation 16-84)
(Equation 16-85)
(Equation 16-86) <\/td>\n<\/tr>\n
430<\/td>\n(Equation 16-87)
(Equation 16-88)
(Equation 16-89) <\/td>\n<\/tr>\n
435<\/td>\n(Formula 16-21)
(Formula 16-22) <\/td>\n<\/tr>\n
436<\/td>\n(Equation 16-90)
(Equation 16-91) <\/td>\n<\/tr>\n
437<\/td>\n(Equation 16-92)
(Equation 16-93)
(Equation 16-94)
(Equation 16-95) <\/td>\n<\/tr>\n
439<\/td>\nCHAPTER 17 STRUCTURAL TESTS AND SPECIAL INSPECTIONS
Section 1701
Section 1702 <\/td>\n<\/tr>\n
440<\/td>\nSection 1703 <\/td>\n<\/tr>\n
441<\/td>\nSection 1704 <\/td>\n<\/tr>\n
443<\/td>\nTABLE 1704.3 REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION <\/td>\n<\/tr>\n
444<\/td>\nTABLE 1704.4 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION <\/td>\n<\/tr>\n
446<\/td>\nTABLE 1704.5.1 LEVEL 1 SPECIAL INSPECTION <\/td>\n<\/tr>\n
447<\/td>\nTABLE 1704.5.3 LEVEL 2 SPECIAL INSPECTION <\/td>\n<\/tr>\n
448<\/td>\nSection 1705 <\/td>\n<\/tr>\n
449<\/td>\nSection 1706 <\/td>\n<\/tr>\n
450<\/td>\nSection 1707 <\/td>\n<\/tr>\n
451<\/td>\nSection 1708
TABLE 1708.1.1 LEVEL 1 QUALITY ASSURANCE <\/td>\n<\/tr>\n
452<\/td>\nTABLE 1708.1.2 LEVEL 2 QUALITY ASSURANCE
TABLE 1708.1.4 LEVEL 3 QUALITY ASSURANCE
Section 1709 <\/td>\n<\/tr>\n
453<\/td>\nSection 1710
Section 1711
Section 1712
Section 1713 <\/td>\n<\/tr>\n
454<\/td>\nSection 1714 <\/td>\n<\/tr>\n
455<\/td>\nSection 1715 <\/td>\n<\/tr>\n
457<\/td>\nCHAPTER 18 SOILS AND FOUNDATIONS
Section 1801
Section 1802 <\/td>\n<\/tr>\n
458<\/td>\nSection 1803 <\/td>\n<\/tr>\n
459<\/td>\nSection 1804
Section 1805 <\/td>\n<\/tr>\n
460<\/td>\nTABLE 1804.2 ALLOWABLE FOUNDATION AND LATERAL PRESSURE <\/td>\n<\/tr>\n
461<\/td>\nFIGURE 1805.3.1 FOUNDATION CLEARANCES FROM SLOPES <\/td>\n<\/tr>\n
463<\/td>\nTABLE 1805.4.2 FOOTINGS SUPPORTING WALLS OF LIGHT-FRAME CONSTRUCTIONa,b,c,d <\/td>\n<\/tr>\n
464<\/td>\n(Equation 18-1) <\/td>\n<\/tr>\n
465<\/td>\nTABLE 1805.5(1) NOT ADOPTED BY THE STATE OF MINNESOTA
TABLE 1805.5(2) 8-INCH REINFORCED CONCRETE AND MASONRY FOUNDATION WALLS WHERE d \u2265 5 INCHESa, b, c <\/td>\n<\/tr>\n
466<\/td>\nTABLE 1805.5(3) 10-INCH REINFORCED CONCRETE AND MASONRY FOUNDATION WALLS d \u2265 6.75 INCHESa, b, c <\/td>\n<\/tr>\n
467<\/td>\nTABLE 1805.5(4) 12-INCH REINFORCED CONCRETE AND MASONRY FOUNDATION WALLS WHERE d \u2265 8.75 INCHa, b, c
(Equation 18-2)
(Equation 18-3) <\/td>\n<\/tr>\n
468<\/td>\nSection 1806 <\/td>\n<\/tr>\n
470<\/td>\nSection 1807 <\/td>\n<\/tr>\n
475<\/td>\nSection 1808 <\/td>\n<\/tr>\n
476<\/td>\n(Equation 18-4) <\/td>\n<\/tr>\n
477<\/td>\n(Equation 18-5)
(Equation 18-6)
(Equation 18-7)
(Equation 18-8)
(Equation 18-9)
(Equation 18-10) <\/td>\n<\/tr>\n
478<\/td>\n(Equation 18-11)
(Equation 18-12)
Section 1809 <\/td>\n<\/tr>\n
482<\/td>\nSection 1810
Section 1811 <\/td>\n<\/tr>\n
485<\/td>\nCHAPTER 19 CONCRETE
Section 1901
Section 1902 <\/td>\n<\/tr>\n
486<\/td>\nSection 1903 <\/td>\n<\/tr>\n
487<\/td>\nSection 1904
TABLE 1904.2.1 TOTAL AIR CONTENT FOR FROST-RESISTANT CONCRETE <\/td>\n<\/tr>\n
488<\/td>\nFIGURE 1904.2.2 WEATHERING PROBABILITY MAP FOR CONCRETEa,b,c <\/td>\n<\/tr>\n
489<\/td>\nSection 1905 <\/td>\n<\/tr>\n
490<\/td>\nTABLE 1904.2.2(1) REQUIREMENTS FOR SPECIAL EXPOSURE CONDITIONS
TABLE 1904.2.2(2) MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f’c) <\/td>\n<\/tr>\n
491<\/td>\nTABLE 1904.2.3 REQUIREMENTS FOR CONCRETE EXPOSED TO DEICING CHEMICALS
TABLE 1904.3 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS
TABLE 1904.4.1 MAXIMUM CHLORIDE ION FOR CORROSION PROTECTION OF REINFORCEMENT <\/td>\n<\/tr>\n
494<\/td>\nSection 1906 <\/td>\n<\/tr>\n
495<\/td>\nSection 1907 <\/td>\n<\/tr>\n
496<\/td>\nTABLE 1907.5.2.1 TOLERANCES <\/td>\n<\/tr>\n
497<\/td>\nTABLE 1907.7.1 MINIMUM CONCRETE COVER
Section 1908
(Equation 19-1) <\/td>\n<\/tr>\n
500<\/td>\nSection 1909 <\/td>\n<\/tr>\n
501<\/td>\nSection 1910 <\/td>\n<\/tr>\n
502<\/td>\nSection 1911 <\/td>\n<\/tr>\n
503<\/td>\nSection 1912
(Equation 19-2)
TABLE 1912.2 ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (pounds) <\/td>\n<\/tr>\n
504<\/td>\nSection 1913 <\/td>\n<\/tr>\n
507<\/td>\n(Equation 19-3)
(Equation 19-4) <\/td>\n<\/tr>\n
508<\/td>\n(Equation 19-5)
(Equation 19-6)
(Equation 19-7)
(Equation 19-8)
(Equation 19-9)
(Equation 19-10)
(Equation 19-11)
(Equation 19-12)
(Equation 19-13)
(Equation 19-14) <\/td>\n<\/tr>\n
509<\/td>\n(Equation 19-15)
(Equation 19-16)
(Equation 19-17)
(Equation 19-18)
(Equation 19-19)
(Equation 19-20)
(Equation 19-21) <\/td>\n<\/tr>\n
510<\/td>\n(Equation 19-22)
(Equation 19-23)
(Equation 19-24)
(Equation 19-25)
(Equation 19-26)
(Equation 19-27)
(Equation 19-28) <\/td>\n<\/tr>\n
511<\/td>\n(Equation 19-29)
(Equation 19-30)
(Equation 19-31)
(Equation 19-32)
(Equation 19-33)
Section 1914 <\/td>\n<\/tr>\n
513<\/td>\nSection 1915
Section 1916 <\/td>\n<\/tr>\n
515<\/td>\nCHAPTER 20 ALUMINUM
Section 2001
Section 2002 <\/td>\n<\/tr>\n
517<\/td>\nCHAPTER 21 MASONRY
Section 2101
Section 2102 <\/td>\n<\/tr>\n
522<\/td>\nSection 2103 <\/td>\n<\/tr>\n
523<\/td>\nTABLE 2103.7(1) MORTAR PROPORTIONS <\/td>\n<\/tr>\n
524<\/td>\nTABLE 2103.7(2) MORTAR PROPERTIESa
TABLE 2103.9 CERAMIC TILE MORTAR COMPOSITIONS <\/td>\n<\/tr>\n
525<\/td>\nTABLE 2103.10 GROUT PROPORTIONS BY VOLUME FOR MASONRY CONSTRUCTION
Section 2104 <\/td>\n<\/tr>\n
527<\/td>\nSection 2105 <\/td>\n<\/tr>\n
528<\/td>\nTABLE 2105.2.2.1.1 COMPRESSIVE STRENGTH OF CLAY MASONRY
TABLE 2105.2.2.1.2 COMPRESSIVE STRENGTH OF CONCRETE MASONRY <\/td>\n<\/tr>\n
529<\/td>\nSection 2106 <\/td>\n<\/tr>\n
532<\/td>\n(Equation 21-1)
Section 2107 <\/td>\n<\/tr>\n
533<\/td>\n(Equation 21-2)
Section 2108
(Equation 21-3) <\/td>\n<\/tr>\n
534<\/td>\n(Equation 21-4)
(Equation 21-5)
(Equation 21-6)
(Equation 21-7) <\/td>\n<\/tr>\n
535<\/td>\n(Equation 21-8)
(Equation 21-9)
(Equation 21-10)
(Equation 21-11)
(Equation 21-12)
(Equation 21-13) <\/td>\n<\/tr>\n
536<\/td>\n(Equation 21-14)
(Equation 21-15)
(Equation 21-16)
(Equation 21-17)
(Equation 21-18) <\/td>\n<\/tr>\n
537<\/td>\n(Equation 21-19)
(Equation 21-20)
(Equation 21-21) <\/td>\n<\/tr>\n
538<\/td>\nTABLE 2108.7.5 MODULUS OF RUPTURE FOR OUT-OF-PLANE BENDING (fr)a <\/td>\n<\/tr>\n
539<\/td>\n(Equation 21-22)
TABLE 2108.9.2.9 MINIMUM DIAMETERS OF BEND
(Equation 21-23)
(Equation 21-24) <\/td>\n<\/tr>\n
540<\/td>\n(Equation 21-25) <\/td>\n<\/tr>\n
541<\/td>\n(Equation 21-26)
(Equation 21-27)
(Equation 21-28)
(Equation 21-29) <\/td>\n<\/tr>\n
542<\/td>\n(Equation 21-30)
(Equation 21-31) <\/td>\n<\/tr>\n
544<\/td>\n(Equation 21-32)
(Equation 21-33)
(Equation 21-34)
(Equation 21-35)
(Equation 21-36)
(Equation 21-37) <\/td>\n<\/tr>\n
545<\/td>\n(Equation 21-38)
(Equation 21-39)
(Equation 21-40)
(Equation 21-41)
(Equation 21-42) <\/td>\n<\/tr>\n
546<\/td>\n(Equation 21-43)
(Equation 21-44) <\/td>\n<\/tr>\n
548<\/td>\n(Equation 21-45)
(Equation 21-46)
(Equation 21-47)
(Equation 21-48)
(Equation 21-49)
(Equation 21-50) <\/td>\n<\/tr>\n
549<\/td>\n(Equation 21-51)
(Equation 21-52)
Section 2109 <\/td>\n<\/tr>\n
550<\/td>\nTABLE 2109.2.1.3 MAXIMUM SPAN TO WIDTH (DEPTH) RATIO OF FLOOR AND ROOF DIAPHRAGMS
TABLE 2109.2.3.1 ALLOWABLE STRESS GROSS CROSS-SECTIONAL AREA FOR DRY-STACKED, SURFACE-BONDED CONCRETE MASONRY WALLS <\/td>\n<\/tr>\n
551<\/td>\nTABLE 2109.3.2 ALLOWABLE COMPRESSIVE STRESSES FOR EMPIRICAL DESIGN OF MASONRY <\/td>\n<\/tr>\n
552<\/td>\nTABLE 2109.4.1 WALL LATERAL SUPPORT REQUIREMENTS <\/td>\n<\/tr>\n
554<\/td>\n(Equation 21-53) <\/td>\n<\/tr>\n
555<\/td>\nTABLE 2109.8.3.1 ALLOWABLE SHEAR ON BOLTS IN ADOBE MASONRY <\/td>\n<\/tr>\n
556<\/td>\nSection 2110 <\/td>\n<\/tr>\n
557<\/td>\nSection 2111
FIGURE 2110.3.1 GLASS MASONRY DESIGN WIND LOAD RESISTANCE <\/td>\n<\/tr>\n
559<\/td>\nFIGURE 2111.1 FIREPLACE AND CHIMNEY DETAILS <\/td>\n<\/tr>\n
560<\/td>\nTABLE 2111.1 SUMMARY OF REQUIREMENTS FOR MASONRY FIREPLACES AND CHIMNEYSa <\/td>\n<\/tr>\n
562<\/td>\nSection 2112
Section 2113 <\/td>\n<\/tr>\n
565<\/td>\nFIGURE 2113.16 FLUE SIZES FOR MASONRY CHIMNEYS <\/td>\n<\/tr>\n
566<\/td>\nTABLE 2113.16(1) NET CROSS-SECTIONAL AREA OF ROUND FLUE SIZESa
TABLE 2113.16(2) NET CROSS-SECTIONAL AREA OF SQUARE AND RECTANGULAR FLUE SIZESa <\/td>\n<\/tr>\n
567<\/td>\nCHAPTER 22 STEEL
Section 2201
Section 2202
Section 2203
Section 2204
Section 2205
Section 2206 <\/td>\n<\/tr>\n
568<\/td>\nSection 2207
Section 2208
Section 2209
Section 2210
Section 2211 <\/td>\n<\/tr>\n
570<\/td>\nSection 2212
Section 2213 <\/td>\n<\/tr>\n
571<\/td>\nTABLE 2211.1(1) NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL STUDSa
TABLE 2211.1(2) NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL STUDS AND FACED WITH GYPSUM BOARDSa <\/td>\n<\/tr>\n
572<\/td>\nTABLE 2211.1(3) NOMINAL SHEAR VALUES FOR SEISMIC FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL STUDSa <\/td>\n<\/tr>\n
573<\/td>\nCHAPTER 23 WOOD
Section 2301
Section 2302 <\/td>\n<\/tr>\n
575<\/td>\nSection 2303 <\/td>\n<\/tr>\n
577<\/td>\nSection 2304 <\/td>\n<\/tr>\n
578<\/td>\nTABLE 2304.6.1 MINIMUM THICKNESS OF WALL SHEATHING
TABLE 2304.7(1) ALLOWABLE SPANS FOR LUMBER FLOOR AND ROOF SHEATHINGa,b <\/td>\n<\/tr>\n
579<\/td>\nTABLE 2304.7(2) SHEATHING LUMBER, MINIMUM GRADE REQUIREMENTS: BOARD GRADE
TABLE 2304.7(3) ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANEL SHEATHING AND SINGLE-FLOOR GRADES CONTINUOUS OVER TWO OR MORE SPANS WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTSa,b <\/td>\n<\/tr>\n
580<\/td>\nTABLE 2304.7(4) ALLOWABLE SPAN FOR WOOD STRUCTURAL PANEL COMBINATION SUBFLOOR-UNDERLAYMENT (SINGLE FLOOR)a,b
TABLE 2304.7(5) ALLOWABLE LOAD (PSF) FOR WOOD STRUCTURAL PANEL ROOF SHEATHING CONTINUOUS OVER TWO OR MORE SPANS AND STRENGTH AXIS PARALLEL TO SUPPORTS <\/td>\n<\/tr>\n
581<\/td>\nTABLE 2304.9.1 FASTENING SCHEDULE <\/td>\n<\/tr>\n
582<\/td>\nTABLE 2304.9.1\u2014continued <\/td>\n<\/tr>\n
583<\/td>\nTABLE 2304.9.1\u2014continued <\/td>\n<\/tr>\n
584<\/td>\nNOTES TO TABLE 2304.9.1 <\/td>\n<\/tr>\n
586<\/td>\nSection 2305 <\/td>\n<\/tr>\n
588<\/td>\n(Equation 23-1)
TABLE 2305.2.3 MAXIMUM DIAPHRAGM DIMENSION RATIOS HORIZONTAL AND SLOPED DIAPHRAGM <\/td>\n<\/tr>\n
589<\/td>\nFIGURE 2305.2.5(1) DIAPHRAGM LENGTH AND WIDTH FOR PLAN VIEW OF OPEN FRONT BUILDING
FIGURE 2305.2.5(2) DIAPHRAGM LENGTH AND WIDTH FOR PLAN VIEW OF CANTILEVERED DIAPHRAGM <\/td>\n<\/tr>\n
590<\/td>\nEquation 23-2
TABLE 2305.3.3 MAXIMUM SHEAR WALL ASPECT RATIOS <\/td>\n<\/tr>\n
591<\/td>\nFIGURE 2305.3.4 GENERAL DEFINITION OF SHEAR WALL HEIGHT, WIDTH AND HEIGHT TO WIDTH RATIO <\/td>\n<\/tr>\n
592<\/td>\nTABLE 2305.3.7.2 SHEAR CAPACITY ADJUSTMENT FACTORS <\/td>\n<\/tr>\n
593<\/td>\nSection 2306 <\/td>\n<\/tr>\n
595<\/td>\nTABLE 2306.3.1 RECOMMENDED SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS-FIR-LARCH, OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADING <\/td>\n<\/tr>\n
596<\/td>\nTABLE 2306.3.1\u2014continued <\/td>\n<\/tr>\n
597<\/td>\nTABLE 2306.3.1\u2014continued
TABLE 2306.3.3 DIAGONALLY SHEATHED LUMBER DIAPHRAM NAILING SCHEDULE <\/td>\n<\/tr>\n
598<\/td>\nTABLE 2306.4.1 ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING DOUGLAS-FIR-LARCH, OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGb,h,i,j <\/td>\n<\/tr>\n
599<\/td>\nTABLE 2306.4.1\u2014continued <\/td>\n<\/tr>\n
600<\/td>\nTABLE 2306.4.3 ALLOWABLE SHEAR FOR PARTICLEBOARD SHEAR WALL SHEATHING
TABLE 2306.4.5 ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES FOR SHEAR WALLS OF LATH AND PLASTER OR GYPSUM BOARD WOOD-FRAMED WALL ASSEMBLIES <\/td>\n<\/tr>\n
601<\/td>\nTABLE 2306.4.5\u2014continued <\/td>\n<\/tr>\n
602<\/td>\nSection 2307
Section 2308 <\/td>\n<\/tr>\n
604<\/td>\nTABLE 2308.8(1) FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES <\/td>\n<\/tr>\n
605<\/td>\nTABLE 2308.8(2) FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES <\/td>\n<\/tr>\n
606<\/td>\nTABLE 2308.9.1 SIZE, HEIGHT AND SPACING OF WOOD STUDS <\/td>\n<\/tr>\n
608<\/td>\nTABLE 2308.9.3(1) BRACED WALL PANELSa
TABLE 2308.9.3(2) EXPOSED PLYWOOD PANEL SIDING <\/td>\n<\/tr>\n
609<\/td>\nTABLE 2308.9.3(3) WOOD STRUCTURAL PANEL WALL SHEATHING
TABLE 2308.9.3(4) ALLOWABLE SHEAR VALUES (plf) FOR WIND OR SEISMIC LOADING ON VERTICAL DIAPHRAGMS OF FIBERBOARD SHEATHING BOARD CONSTRUCTION FOR TYPE V CONSTRUCTION ONLYa,b,c,d,e,f,g,h <\/td>\n<\/tr>\n
610<\/td>\nTABLE 2308.9.3(5) ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHING
TABLE 2308.9.3(6) HARDBOARD SIDING <\/td>\n<\/tr>\n
612<\/td>\nTABLE 2308.9.5 HEADER AND GIRDER SPANSa FOR EXTERIOR BEARING WALLS <\/td>\n<\/tr>\n
613<\/td>\nTABLE 2308.9.6 HEADER AND GIRDER SPANSa FOR INTERIOR-BEARING WALLS <\/td>\n<\/tr>\n
614<\/td>\nTABLE 2308.10.1 REQUIRED RATING OF APPROVED UPLIFT CONNECTORS (pounds)a,b,c,e,f <\/td>\n<\/tr>\n
615<\/td>\nTABLE 2308.10.2(1) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES <\/td>\n<\/tr>\n
616<\/td>\nTABLE 2308.10.2(2) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES <\/td>\n<\/tr>\n
617<\/td>\nTABLE 2308.10.3(1) RAFTER SPANS FOR COMMON LUMBER SPECIES <\/td>\n<\/tr>\n
618<\/td>\nTABLE 2308.10.3(2) RAFTER SPANS FOR COMMON LUMBER SPECIES <\/td>\n<\/tr>\n
619<\/td>\nTABLE 2308.10.3(3) RAFTER SPANS FOR COMMON LUMBER SPECIES <\/td>\n<\/tr>\n
620<\/td>\nTABLE 2308.10.3(4) RAFTER SPANS FOR COMMON LUMBER SPECIES <\/td>\n<\/tr>\n
621<\/td>\nTABLE 2308.10.3(5) RAFTER SPANS FOR COMMON LUMBER SPECIES <\/td>\n<\/tr>\n
622<\/td>\nTABLE 2308.10.3(6) RAFTER SPANS FOR COMMON LUMBER SPECIES <\/td>\n<\/tr>\n
624<\/td>\nTABLE 2308.10.4.1 RAFTER TIE CONNECTIONSg <\/td>\n<\/tr>\n
626<\/td>\nTABLE 2308.10.9 ALLOWABLE SPANS FOR 2-INCH TONGUE AND GROOVE DECKING <\/td>\n<\/tr>\n
627<\/td>\nTABLE 2308.10.9\u2014continued <\/td>\n<\/tr>\n
628<\/td>\nFIGURE 2308.11.3.2 STEPPED FOOTING CONNECTION DETAILS
FIGURE 2308.11.3.3 OPENINGS IN HORIZONTAL DIAPHRAGMS <\/td>\n<\/tr>\n
629<\/td>\nTABLE 2308.12.4 WALL BRACING IN SEISMIC DESIGN CATEGORIES D OR E <\/td>\n<\/tr>\n
630<\/td>\nFIGURE 2308.12.6(1) BRACED WALL PANELS OUT OF PLANE <\/td>\n<\/tr>\n
631<\/td>\nFIGURE 2308.12.6(2) BRACED WALL PANELS SUPPORTED BY CANTILEVER OR SET BACK
FIGURE 2308.12.6(3) FLOOR OR ROOF NOT SUPPORTED ALL EDGES <\/td>\n<\/tr>\n
632<\/td>\nFIGURE 2308.12.6(4) ROOF OR FLOOR EXTENSION BEYOND BRACED WALL LINE
FIGURE 2308.12.6(5) BRACED WALL PANEL EXTENSION OVER OPENING <\/td>\n<\/tr>\n
633<\/td>\nFIGURE 2308.12.6(6) PORTIONS OF FLOOR LEVEL OFFSET VERTICALLY
FIGURE 2308.12.6(7) BRACED WALL LINES NOT PERPENDICULAR <\/td>\n<\/tr>\n
634<\/td>\nFIGURE 2308.12.6(8) OPENING LIMITATIONS FOR FLOOR AND ROOF DIAPHRAGMS <\/td>\n<\/tr>\n
635<\/td>\nCHAPTER 24 GLASS AND GLAZING
Section 2401
Section 2402
Section 2403
Section 2404
(Equation 24-1) <\/td>\n<\/tr>\n
636<\/td>\n(Equation 24-2)
TABLE 2404.1 c1 FACTORS FOR VERTICAL AND SLOPED GLASSa
(Equation 24-3)
(Equation 24-4)
(Equation 24-5)
(Equation 24-6)
(Equation 24-7) <\/td>\n<\/tr>\n
637<\/td>\nTABLE 2404.2 – c2 FACTORS FOR SLOPED GLASSa
Section 2405 <\/td>\n<\/tr>\n
638<\/td>\nFIGURE 2404(1)a, b, c, d, e, f – MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED RECTANGULAR GLASS SUPPORTED ON ALL EDGES <\/td>\n<\/tr>\n
639<\/td>\nFIGURE 2404(2)a, b, c, d, e, f – MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED RECTANGULAR GLASS SUPPORTED ON ALL EDGES <\/td>\n<\/tr>\n
640<\/td>\nFIGURE 2404(3)a, b, c, d, e, f – MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED RECTANGULAR GLASS SUPPORTED ON ALL EDGES <\/td>\n<\/tr>\n
641<\/td>\nFIGURE 2404(4)a, b, c, d, e, f – MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED RECTANGULAR GLASS SUPPORTED ON ALL EDGES <\/td>\n<\/tr>\n
642<\/td>\nFIGURE 2404(5)a, b, c, d, e, f – MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED RECTANGULAR GLASS SUPPORTED ON ALL EDGES <\/td>\n<\/tr>\n
643<\/td>\nFIGURE 2404(6)a, b, c, d, e, f – MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED RECTANGULAR GLASS SUPPORTED ON ALL EDGES <\/td>\n<\/tr>\n
644<\/td>\nFIGURE 2404(7)a, b, c, d, e, f – MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED RECTANGULAR GLASS SUPPORTED ON ALL EDGES <\/td>\n<\/tr>\n
645<\/td>\nFIGURE 2404(8)a, b, c, d, e, f – MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED RECTANGULAR GLASS SUPPORTED ON ALL EDGES <\/td>\n<\/tr>\n
646<\/td>\nFIGURE 2404(9)a, b, c, d, e, f – MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED RECTANGULAR GLASS SUPPORTED ON ALL EDGES <\/td>\n<\/tr>\n
647<\/td>\nFIGURE 2404(10)a, b, c, d, e, f – MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED RECTANGULAR GLASS SUPPORTED ON ALL EDGES <\/td>\n<\/tr>\n
648<\/td>\nFIGURE 2404(11)a, b, c, d, e, f – MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED RECTANGULAR GLASS SUPPORTED ON ALL EDGES <\/td>\n<\/tr>\n
649<\/td>\nFIGURE 2404(12)a, b, c, d, e, f – MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED RECTANGULAR GLASS SUPPORTED ON ALL EDGES <\/td>\n<\/tr>\n
650<\/td>\nSection 2406
TABLE 2406.1 MINIMUM CATEGORY CLASSIFICATION OF GLAZING <\/td>\n<\/tr>\n
652<\/td>\nSection 2407
Section 2408
Section 2409 <\/td>\n<\/tr>\n
653<\/td>\n(Equation 24-8)
(Equation 24-9)
(Equation 24-10) <\/td>\n<\/tr>\n
655<\/td>\nCHAPTER 25 GYPSUM BOARD AND PLASTER
Section 2501
Section 2502
Section 2503
Section 2504 <\/td>\n<\/tr>\n
656<\/td>\nSection 2505
Section 2506
TABLE 2506.2 GYPSUM BOARD MATERIALS AND ACCESSORIES
Section 2507
TABLE 2507.2 LATH, PLASTERING MATERIALS AND ACCESORIES <\/td>\n<\/tr>\n
657<\/td>\nSection 2508
TABLE 2508.1 INSTALLATION OF GYPSUM CONSTRUCTION
Section 2509
Section 2510 <\/td>\n<\/tr>\n
658<\/td>\nSection 2511
TABLE 2511.1 INSTALLATION OF PLASTER CONSTRUCTION <\/td>\n<\/tr>\n
659<\/td>\nSection 2512
TABLE 2512.6 CEMENT PLASTERSa
Section 2513 <\/td>\n<\/tr>\n
661<\/td>\nCHAPTER 26 PLASTIC
Section 2601
Section 2602
Section 2603 <\/td>\n<\/tr>\n
664<\/td>\nSection 2604
Section 2605 <\/td>\n<\/tr>\n
665<\/td>\nSection 2606 <\/td>\n<\/tr>\n
666<\/td>\nSection 2607 <\/td>\n<\/tr>\n
667<\/td>\nTABLE 2607.4 AREA LIMITATION AND SEPARATION REQUIREMENTS FOR LIGHT-TRANSMITTING PLASTIC WALL PANELSa
Section 2608
Section 2609 <\/td>\n<\/tr>\n
668<\/td>\nTABLE 2609.4 AREA LIMITATIONS FOR LIGHT-TRANSMITTING PLASTIC ROOF PANELS
Section 2610 <\/td>\n<\/tr>\n
669<\/td>\nSection 2611 <\/td>\n<\/tr>\n
671<\/td>\nCHAPTER 27 ELECTRICAL
Section 2701
Section 2702 <\/td>\n<\/tr>\n
673<\/td>\nCHAPTER 28 MECHANICAL SYSTEMS
Section 2801 <\/td>\n<\/tr>\n
675<\/td>\nCHAPTER 29 PLUMBING SYSTEMS
Section 2901
Section 2902
TABLE 2902.1 MINIMUM NUMBER OF PLUMBING FACILITIES <\/td>\n<\/tr>\n
676<\/td>\nTABLE 2902.1\u2014continued <\/td>\n<\/tr>\n
677<\/td>\nTABLE 2902.1\u2014continued <\/td>\n<\/tr>\n
679<\/td>\nCHAPTER 30 ELEVATORS AND CONVEYING SYSTEMS <\/td>\n<\/tr>\n
681<\/td>\nCHAPTER 31 SPECIAL CONSTRUCTION
Section 3101
Section 3102 <\/td>\n<\/tr>\n
682<\/td>\nSection 3103 <\/td>\n<\/tr>\n
683<\/td>\nSection 3104 <\/td>\n<\/tr>\n
684<\/td>\nSection 3105
Section 3106
Section 3107
Section 3108 <\/td>\n<\/tr>\n
687<\/td>\nCHAPTER 32 ENCROACHMENTS INTO THE PUBLIC RIGHT-OF-WAY
Section 3201
Section 3202 <\/td>\n<\/tr>\n
689<\/td>\nCHAPTER 33 SAFEGUARDS DURING CONSTRUCTION
Section 3301
Section 3302
Section 3303
Section 3304 <\/td>\n<\/tr>\n
690<\/td>\nSection 3305
Section 3306 <\/td>\n<\/tr>\n
691<\/td>\nTABLE 3306.1 PROTECTION OF PEDESTRIANS
Section 3307
Section 3308
Section 3309 <\/td>\n<\/tr>\n
692<\/td>\nSection 3310
Section 3311
Section 3312 <\/td>\n<\/tr>\n
693<\/td>\nCHAPTER 34 EXISTING STRUCTURES <\/td>\n<\/tr>\n
695<\/td>\nCHAPTER 35 REFERENCED STANDARDS
AA
AAMA
ACI <\/td>\n<\/tr>\n
696<\/td>\nAF&PA
AHA <\/td>\n<\/tr>\n
697<\/td>\nAISC
AISI
AITC <\/td>\n<\/tr>\n
698<\/td>\nALI
ANSI <\/td>\n<\/tr>\n
699<\/td>\nASAE
ASCE
ASME <\/td>\n<\/tr>\n
700<\/td>\nASTM <\/td>\n<\/tr>\n
706<\/td>\nAWPA <\/td>\n<\/tr>\n
707<\/td>\nAWS
BHMA
CGSB <\/td>\n<\/tr>\n
708<\/td>\nCISCA
CPSC
CSSB
DASMA <\/td>\n<\/tr>\n
709<\/td>\nDOC
DOL
DOTn
EIA <\/td>\n<\/tr>\n
710<\/td>\nEWA
FEMA
FM <\/td>\n<\/tr>\n
711<\/td>\nGA
HPVA
ICC <\/td>\n<\/tr>\n
712<\/td>\nNAAMM
NBS
NCMA
NEMA <\/td>\n<\/tr>\n
713<\/td>\nNFPA <\/td>\n<\/tr>\n
714<\/td>\nPCI
PTI <\/td>\n<\/tr>\n
715<\/td>\nRMA
RMI
SAE
SJI <\/td>\n<\/tr>\n
716<\/td>\nSMACNA
TIA
TMS
TPI <\/td>\n<\/tr>\n
717<\/td>\nUL
ULC <\/td>\n<\/tr>\n
718<\/td>\nUSC
WRI <\/td>\n<\/tr>\n
719<\/td>\nAppendix A
Section A101
Section A102 <\/td>\n<\/tr>\n
721<\/td>\nAppendix B
Section B101 <\/td>\n<\/tr>\n
723<\/td>\nAppendix C
Section C101
Section C102
TABLE C102.1\u2014BASIC ALLOWABLE AREA FOR A GROUP U, ONE STORY IN HEIGHT AND MAXIMUM HEIGHT OF SUCH OCCUPANCY
Section C103
Section C104 <\/td>\n<\/tr>\n
725<\/td>\nAppendix D
Section D101
Section D102 <\/td>\n<\/tr>\n
726<\/td>\nSection D103
Section D104
Section D105 <\/td>\n<\/tr>\n
727<\/td>\nSection D106 <\/td>\n<\/tr>\n
729<\/td>\nAppendix E
Section E101
Section E102
Section E103
Section E104 <\/td>\n<\/tr>\n
730<\/td>\nSection E105
Section E106 <\/td>\n<\/tr>\n
731<\/td>\nSection E107
Section E108 <\/td>\n<\/tr>\n
732<\/td>\nSection E109 <\/td>\n<\/tr>\n
733<\/td>\nSection E110 <\/td>\n<\/tr>\n
734<\/td>\nSection E111 <\/td>\n<\/tr>\n
735<\/td>\nAppendix F
Section F101 <\/td>\n<\/tr>\n
737<\/td>\nAppendix G
Section G101
Section G102
Section G103 <\/td>\n<\/tr>\n
738<\/td>\nSection G104 <\/td>\n<\/tr>\n
739<\/td>\nSection G105
Section G201 <\/td>\n<\/tr>\n
740<\/td>\nSection G301
Section G401 <\/td>\n<\/tr>\n
741<\/td>\nSection G501
Section G601 <\/td>\n<\/tr>\n
743<\/td>\nAppendix H
Section H101
Section H102
Section H103
Section H104 <\/td>\n<\/tr>\n
744<\/td>\nSection H105
Section H106
Section H107 <\/td>\n<\/tr>\n
745<\/td>\nSection H108
Section H109
Section H110
Section H111
Section H112 <\/td>\n<\/tr>\n
746<\/td>\nSection H113
Section H114
TABLE 4-A SIZE, THICKNESS AND TYPE OF GLASS PANELS IN SIGNS <\/td>\n<\/tr>\n
747<\/td>\nTABLE 4-B THICKNESS OF PROJECTION SIGN
Section H115 <\/td>\n<\/tr>\n
749<\/td>\nAppendix I
Section I101
Section I102
Section I103
Section I104 <\/td>\n<\/tr>\n
751<\/td>\nAppendix J
Section J101
Section J102 <\/td>\n<\/tr>\n
753<\/td>\nINDEX
A <\/td>\n<\/tr>\n
754<\/td>\nB <\/td>\n<\/tr>\n
755<\/td>\nC <\/td>\n<\/tr>\n
757<\/td>\nD
E <\/td>\n<\/tr>\n
758<\/td>\nF <\/td>\n<\/tr>\n
760<\/td>\nG <\/td>\n<\/tr>\n
761<\/td>\nH <\/td>\n<\/tr>\n
763<\/td>\nI
J
K
L <\/td>\n<\/tr>\n
764<\/td>\nM <\/td>\n<\/tr>\n
766<\/td>\nN
O
P <\/td>\n<\/tr>\n
768<\/td>\nR <\/td>\n<\/tr>\n
769<\/td>\nS <\/td>\n<\/tr>\n
772<\/td>\nT <\/td>\n<\/tr>\n
773<\/td>\nU <\/td>\n<\/tr>\n
774<\/td>\nV
W <\/td>\n<\/tr>\n
775<\/td>\nY <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

Minnesota State Building Code<\/b><\/p>\n\n\n\n\n
Published By<\/td>\nPublication Date<\/td>\nNumber of Pages<\/td>\n<\/tr>\n
MN<\/b><\/a><\/td>\n2000<\/td>\n776<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":135940,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2717],"product_tag":[],"class_list":{"0":"post-135939","1":"product","2":"type-product","3":"status-publish","4":"has-post-thumbnail","6":"product_cat-mn","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\/135939","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\/135940"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=135939"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=135939"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=135939"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}