{"id":139787,"date":"2024-10-19T08:06:37","date_gmt":"2024-10-19T08:06:37","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/mn-minnesotaresidentialcode-2015\/"},"modified":"2024-10-25T00:19:53","modified_gmt":"2024-10-25T00:19:53","slug":"mn-minnesotaresidentialcode-2015","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/mn\/mn-minnesotaresidentialcode-2015\/","title":{"rendered":"MN MinnesotaResidentialCode 2015"},"content":{"rendered":"

This is a soft cover fully integrated custom Minnesota code based on the 2012 International Residential Code\u00ae (excluding Chapters 11 thru 43). This code also includes Minnesota chapters 1300 Administration, 1303 Special Provisions and Radon, and 1322 Energy Effective dates: Minnesota Residential Code – January 24, 2015 Chapter 1303 Special Provisions and Radon, Chapter 1322 Energy – February 14, 2015<\/p>\n

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PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
1<\/td>\n2015 MINNESOTA RESIDENTIAL CODE <\/td>\n<\/tr>\n
2<\/td>\n2015 MINNESOTA RESIDENTIAL CODE TITLE PAGE <\/td>\n<\/tr>\n
3<\/td>\nCOPYRIGHT <\/td>\n<\/tr>\n
4<\/td>\nMINNESOTA DEPARTMENT OF LABOR & INDUSTRY <\/td>\n<\/tr>\n
5<\/td>\nIMPORTANT DISCLAIMER <\/td>\n<\/tr>\n
6<\/td>\nPREFACE <\/td>\n<\/tr>\n
10<\/td>\nEFFECTIVE USE OF THE INTERNATIONAL RESIDENTIAL CODE <\/td>\n<\/tr>\n
20<\/td>\nTABLE OF CONTENTS <\/td>\n<\/tr>\n
24<\/td>\nCHAPTER 1 SCOPE AND ADMINISTRATION <\/td>\n<\/tr>\n
26<\/td>\n2015 MINNESOTA BUILDING CODE ADMINISTRATION
1300.0010 ADMINISTRATION
1300.0020 TITLE
1300.0030 PURPOSE AND APPLICATION
1300.0040 SCOPE <\/td>\n<\/tr>\n
27<\/td>\n1300.0050 CHAPTERS OF MINNESOTA STATE BUILDING CODE
1300.0060 OPTIONAL ADMINISTRATION
1300.0070 DEFINITIONS <\/td>\n<\/tr>\n
28<\/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
30<\/td>\n1300.0120 PERMITS <\/td>\n<\/tr>\n
32<\/td>\n1300.0130 CONSTRUCTION DOCUMENTS <\/td>\n<\/tr>\n
33<\/td>\n1300.0140 VIOLATIONS
1300.0150 VIOLATIONS, PENALTY
1300.0160 FEES <\/td>\n<\/tr>\n
34<\/td>\n1300.0170 STOP WORK ORDER
1300.0180 UNSAFE BUILDINGS OR STRUCTURES <\/td>\n<\/tr>\n
35<\/td>\n1300.0190 TEMPORARY STRUCTURES AND USES
1300.0210 INSPECTIONS <\/td>\n<\/tr>\n
36<\/td>\n1300.0215 PLUMBING
1300.0220 CERTIFICATE OF OCCUPANCY <\/td>\n<\/tr>\n
37<\/td>\n1300.0225 MAINTENANCE
1300.0230 BOARD OF APPEALS <\/td>\n<\/tr>\n
38<\/td>\n1300.0240 DISCLAIMER CLAUSE
1300.0250 SEVERABILITY <\/td>\n<\/tr>\n
40<\/td>\n2015 MINNESOTA PROVISIONS TO THE MINNESOTA STATE BUILDING CODE (INCLUDING RADON)
1303.1000 TITLE
1303.1100 PURPOSE
1303.1200 RESTROOM FACILITIES IN PUBLIC ACCOMMODATIONS
1303.1300 SPACE FOR COMMUTER VANS
1303.1400 AUTOMATIC GARAGE DOOR OPENING SYSTEMS
1303.1500 RECYCLING SPACE
TABLE 1-A MINIMUM RECYCLING SPACE REQUIREMENTS <\/td>\n<\/tr>\n
41<\/td>\nTABLE 1-A MINIMUM RECYCLING SPACE REQUIREMENTS\u2014continued
1303.1600 FOOTING DEPTH FOR FROST PROTECTION
1303.1700 GROUND SNOW LOAD
1303.1800 (REPEALED)
1303.1900 (REPEALED)
1303.2000 EXTERIOR WOOD DECKS, PATIOS, AND BALCONIES <\/td>\n<\/tr>\n
42<\/td>\n1303.2100 BLEACHER SAFETY
1303.2200 SIMPLIFIED WIND LOADS
TABLE P alt
1303.2300 (REPEALED)
1303.2305 (REPEALED)
1303.2310 (REPEALED)
1303.2320 (REPEALED)
1303.2330 (REPEALED)
1303.2400 PURPOSE AND SCOPE <\/td>\n<\/tr>\n
43<\/td>\n1303.2401 DEFINITIONS
1303.2402 REQUIREMENTS FOR PASSIVE RADON CONTROL SYSTEMS <\/td>\n<\/tr>\n
44<\/td>\n1303.2403 REQUIREMENTS FOR ACTIVE RADON CONTROL SYSTEMS <\/td>\n<\/tr>\n
46<\/td>\n2015 MINNESOTA RESIDENTIAL ENERGY CODE
1322.0010 ADOPTION OF INTERNATIONAL ENERGY CONSERVATION CODE (IECC) BY REFERENCE
1322.0015 ADMINISTRATION AND PURPOSE
1322.0030 REFERENCES TO OTHER INTERNATIONAL CODE COUNCIL (ICC) CODES
1322.0040 ADMINISTRATIVE PROCEDURE CRITERIA
1322.0100 ADMINISTRATION FOR RESIDENTIAL ENERGY <\/td>\n<\/tr>\n
47<\/td>\n1322.0103 CONSTRUCTION DOCUMENTS <\/td>\n<\/tr>\n
48<\/td>\nCHAPTER 2 [RE] DEFINITIONS
SECTION R201 GENERAL
SECTION R202 GENERAL DEFINITIONS <\/td>\n<\/tr>\n
50<\/td>\nCHAPTER 3 [RE] GENERAL REQUIREMENTS
SECTION R301 CLIMATE ZONES <\/td>\n<\/tr>\n
51<\/td>\nFIGURE R301.1 CLIMATE ZONES <\/td>\n<\/tr>\n
52<\/td>\nTABLE R301.1 CLIMATE ZONES, MOISTURE REGIMES, AND WARM-HU <\/td>\n<\/tr>\n
53<\/td>\nTABLE R301.1\u2014continued CLIMATE ZONES, MOISTURE REGIMES, AND WARM-HUMID DESIGNATIONS BY STATE, COUNTY AND TERRITORY <\/td>\n<\/tr>\n
54<\/td>\nTABLE R301.1\u2014continued CLIMATE ZONES, MOISTURE REGIMES, AND WARM-HUMID DESIGNATIONS BY STATE, COUNTY AND TERRITORY <\/td>\n<\/tr>\n
55<\/td>\nTABLE R301.1\u2014continued CLIMATE ZONES, MOISTURE REGIMES, AND WARM-HUMID DESIGNATIONS BY STATE, COUNTY AND TERRITORY <\/td>\n<\/tr>\n
56<\/td>\nTABLE R301.1\u2014continued CLIMATE ZONES, MOISTURE REGIMES, AND WARM-HUMID DESIGNATIONS BY STATE, COUNTY AND TERRITORY <\/td>\n<\/tr>\n
57<\/td>\nTABLE R301.1\u2014continued CLIMATE ZONES, MOISTURE REGIMES, AND WARM-HUMID DESIGNATIONS BY STATE, COUNTY AND TERRITORY <\/td>\n<\/tr>\n
58<\/td>\nTABLE R301.1\u2014continued CLIMATE ZONES, MOISTURE REGIMES, AND WARM-HUMID DESIGNATIONS BY STATE, COUNTY AND TERRITORY <\/td>\n<\/tr>\n
59<\/td>\nTABLE R301.1\u2014continued CLIMATE ZONES, MOISTURE REGIMES, AND WARM-HUMIDDESIGNATIONS BY STATE, COUNTY AND TERRITORY <\/td>\n<\/tr>\n
60<\/td>\nTABLE R301.1\u2014continued CLIMATE ZONES, MOISTURE REGIMES, AND WARM-HUMID DESIGNATIONS BY STATE, COUNTY AND TERRITORY <\/td>\n<\/tr>\n
61<\/td>\nTABLE R301.1\u2014continued CLIMATE ZONES, MOISTURE REGIMES, AND WARM-HUMIDDESIGNATIONS BY STATE, COUNTY AND TERRITORY <\/td>\n<\/tr>\n
62<\/td>\nTABLE R301.1\u2014continued CLIMATE ZONES, MOISTURE REGIMES, AND WARM-HUMID DESIGNATIONS BY STATE, COUNTY AND TERRITORY <\/td>\n<\/tr>\n
63<\/td>\nTABLE R301.1\u2014continued CLIMATE ZONES, MOISTURE REGIMES, AND WARM-HUMID DESIGNATIONS BY STATE, COUNTY AND TERRITORY <\/td>\n<\/tr>\n
64<\/td>\nTABLE R301.1\u2014continued CLIMATE ZONES, MOISTURE REGIMES, AND WARM-HUMID DESIGNATIONS BY STATE, COUNTY AND TERRITORY
TABLE R301.3(1) INTERNATIONAL CLIMATE ZONE DEFINITIONS
TABLE R301.3(2) INTERNATIONAL CLIMATE ZONE DEFINITIONS <\/td>\n<\/tr>\n
65<\/td>\nSECTION R302 DESIGN CONDITIONS
SECTION R303 MATERIALS, SYSTEMS AND EQUIPMENT
TABLE R303.1.3(1) DEFAULT GLAZED FENESTRATION U-FACTOR
TABLE R303.1.3(2) DEFAULT DOOR U-FACTORS
TABLE R303.1.3(3) DEFAULT GLAZED FENESTRATION SHGC AND VT <\/td>\n<\/tr>\n
66<\/td>\nCHAPTER 4 [RE] RESIDENTIAL ENERGY EFFICIENCY
SECTION R401 GENERAL
SECTION R402 BUILDING THERMAL ENVELOPE
TABLE R402.1.1 INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENTa <\/td>\n<\/tr>\n
69<\/td>\nTABLE R402.1.3 EQUIVALENT U-FACTORSa <\/td>\n<\/tr>\n
70<\/td>\nTABLE R402.2.6 STEEL-FRAME CEILING, WALL AND FLOOR INSULATION (R-VALUE) <\/td>\n<\/tr>\n
71<\/td>\nSECTION R403 SYSTEMS <\/td>\n<\/tr>\n
72<\/td>\nTABLE R402.4.1.1 AIR BARRIER AND INSULATION INSTALLATION <\/td>\n<\/tr>\n
73<\/td>\nTABLE R403.2.1 MINIMUM REQUIRED DUCT AND PLENUM INSULATION FOR DWELLING UNITS
TABLE R403.4.2 MAXIMUM RUN LENGTH (feet)a <\/td>\n<\/tr>\n
74<\/td>\nTABLE R403.5.1 MECHANICAL VENTILATION SYSTEM FAN EFFICACY
TABLE R403.5.2 NUMBER OF BEDROOMS <\/td>\n<\/tr>\n
76<\/td>\nTABLE R403.5.17 CLIMATIC DATA DESIGN CONDITIONS <\/td>\n<\/tr>\n
77<\/td>\nSECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS (MANDATORY)
SECTION R405 SIMULATED PERFORMANCE ALTERNATIVE (PERFORMANCE) <\/td>\n<\/tr>\n
79<\/td>\nTABLE R405.5.2(1) SPECIFICATIONS FOR THE STANDARD REFERENCE AND PROPOSED DESIGNS <\/td>\n<\/tr>\n
80<\/td>\nTABLE R405.5.2(1)\u2014continued SPECIFICATIONS FOR THE STANDARD REFERENCE AND PROPOSED DESIGNS <\/td>\n<\/tr>\n
81<\/td>\nTABLE R405.5.2(1)\u2014continued SPECIFICATIONS FOR THE STANDARD REFERENCE AND PROPOSED DESIGNS
TABLE R405.5.2(2) DEFAULT DISTRIBUTION SYSTEM EFFICIENCIES FOR PROPOSED DESIGNSa <\/td>\n<\/tr>\n
82<\/td>\nCHAPTER 5 [RE] REFERENCED STANDARDS
AAMA
ACCA
ASHRAE
ASTM
CSA <\/td>\n<\/tr>\n
83<\/td>\nHVI
ICC
NFRC
US-FTC
WDMA <\/td>\n<\/tr>\n
84<\/td>\nMINNESOTA RULES, CHAPTER 1309
1309.0010 ADOPTION OF INTERNATIONAL RESIDENTIAL CODE (IRC) BY REFERENCE
1309.0020 REFERENCES TO OTHER ICC CODES <\/td>\n<\/tr>\n
85<\/td>\n1309.0030 ADMINISTRATIVE PROCEDURE CRITERIA
1309.0100 CHAPTER 1, ADMINISTRATION <\/td>\n<\/tr>\n
86<\/td>\nCHAPTER 2 DEFINITIONS
SECTION R201 GENERAL
SECTION R202 DEFINITIONS <\/td>\n<\/tr>\n
102<\/td>\nCHAPTER 3 BUILDING PLANNING
SECTION R300 CLASSIFICATION
TABLE R300.1 OCCUPANCY CLASSIFICATIONS
SECTION R301 DESIGN CRITERIA <\/td>\n<\/tr>\n
103<\/td>\nTABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA <\/td>\n<\/tr>\n
104<\/td>\nTABLE R301.2(2) COMPONENT AND CLADDING LOADS FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE B (psf) <\/td>\n<\/tr>\n
105<\/td>\nTABLE R301.2(3) HEIGHT AND EXPOSURE ADJUSTMENT COEFFICIENTS FOR TABLE R301.2(2)
FIGURE R301.2(1) ISOLINES OF THE 971\/2 PERCENT WINTER (DECEMBER, JANUARY AND FEBRUARY) DESIGN TEMPERATURES (\u00b0F) <\/td>\n<\/tr>\n
106<\/td>\nFIGURE R301.2(2) SEISMIC DESIGN CATEGORIES\u2014SITE CLASS D <\/td>\n<\/tr>\n
107<\/td>\nFIGURE R301.2(2)\u2014continued SEISMIC DESIGN CATEGORIES\u2014SITE CLASS D <\/td>\n<\/tr>\n
108<\/td>\nFIGURE R301.2(2)\u2014continued SEISMIC DESIGN CATEGORIES\u2014SITE CLASS D <\/td>\n<\/tr>\n
109<\/td>\nFIGURE R301.2(2)\u2014continued SEISMIC DESIGN CATEGORIES\u2014SITE CLASS D <\/td>\n<\/tr>\n
110<\/td>\nFIGURE R301.2(2)\u2014continued SEISMIC DESIGN CATEGORIES\u2014SITE CLASS D <\/td>\n<\/tr>\n
111<\/td>\nFIGURE R301.2(3) WEATHERING PROBABILITY MAP FOR CONCRETEa <\/td>\n<\/tr>\n
112<\/td>\nFIGURE R301.2(4)A BASIC WIND SPEEDS <\/td>\n<\/tr>\n
113<\/td>\nFIGURE R301.2(4)B REGIONS WHERE WIND DESIGN IS REQUIRED <\/td>\n<\/tr>\n
114<\/td>\nFIGURE R301.2(4)C WIND-BORNE DEBRIS REGIONS <\/td>\n<\/tr>\n
115<\/td>\nFIGURE R301.2(6) TERMITE INFESTATION PROBABILITY MAP <\/td>\n<\/tr>\n
116<\/td>\nFIGURE R301.2(7) COMPONENT AND CLADDING PRESSURE ZONES
TABLE R301.2.1.2 WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULE FOR WOOD STRUCTURAL PANELSa
TABLE R301.2.1.3 EQUIVALENT BASIC WIND SPEEDSa <\/td>\n<\/tr>\n
118<\/td>\nTABLE R301.2.1.5.1 BASIC WIND MODIFICATION FOR TOPOGRAPHIC WIND EFFECT
FIGURE R301.2.1.5.1(1) TOPOGRAPHIC FEATURES FOR WIND SPEED-UP EFFECT
FIGURE R301.2.1.5.1(2) ILLUSTRATION OF WHERE ON A TOPOGRAPHIC FEATURE, WIND SPEED INCREASE IS APPLIED <\/td>\n<\/tr>\n
119<\/td>\nFIGURE R301.2.1.5.1(3) UPWIND OBSTRUCTION
TABLE R301.2.2.1.1 SEISMIC DESIGN CATEGORY DETERMINATION <\/td>\n<\/tr>\n
120<\/td>\nTABLE R301.2.2.2.1 WALL BRACING ADJUSTMENT FACTORS BY ROOF COVERING DEAD LOADa <\/td>\n<\/tr>\n
122<\/td>\nTABLE R301.6 MINIMUM ROOF LIVE LOADS IN POUNDS-FORCE PER SQUARE FOOT OF HORIZONTAL PROJECTION
TABLE R301.5 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS (in pounds per square foot) <\/td>\n<\/tr>\n
123<\/td>\nTABLE R301.7 ALLOWABLE DEFLECTION OF STRUCTURAL MEMBERSb, c
SECTION R302 FIRE-RESISTANT CONSTRUCTION
TABLE R302.1(1) EXTERIOR WALLS <\/td>\n<\/tr>\n
124<\/td>\nTABLE R302.1(2) EXTERIOR WALLS\u2014DWELLINGS WITH FIRE SPRINK <\/td>\n<\/tr>\n
126<\/td>\nTABLE R302.6 DWELLING\/GARAGE SEPARATION <\/td>\n<\/tr>\n
128<\/td>\nSECTION R303 LIGHT, VENTILATION AND HEATING <\/td>\n<\/tr>\n
129<\/td>\nSECTION R304 MINIMUM ROOM AREAS
SECTION R305 CEILING HEIGHT <\/td>\n<\/tr>\n
130<\/td>\nSECTION R306 SANITATION
SECTION R307 TOILET, BATH AND SHOWER SPACES
SECTION R308 GLAZING <\/td>\n<\/tr>\n
131<\/td>\nTABLE R308.3.1(1) MINIMUM CATEGORY CLASSIFICATION OF GLAZING USING CPSC 16 CFR 1201
TABLE R308.3.1(2) MINIMUM CATEGORY CLASSIFICATION OF GLAZING USING ANSI Z97.1 <\/td>\n<\/tr>\n
133<\/td>\nSECTION R309 GARAGES AND CARPORTS
SECTION R310 EMERGENCY ESCAPE AND RESCUE OPENINGS <\/td>\n<\/tr>\n
134<\/td>\nSECTION R311 MEANS OF EGRESS <\/td>\n<\/tr>\n
137<\/td>\nSECTION R312 GUARDS AND WINDOW FALL PROTECTION
SECTION R313 AUTOMATIC FIRE SPRINKLER SYSTEMS <\/td>\n<\/tr>\n
138<\/td>\nSECTION R314 SMOKE ALARMS <\/td>\n<\/tr>\n
139<\/td>\nSECTION R315 CARBON MONOXIDE ALARMS
SECTION R316 FOAM PLASTIC <\/td>\n<\/tr>\n
141<\/td>\nSECTION R317 PROTECTION OF WOOD AND WOOD BASED PRODUCTS AGAINST DECAY <\/td>\n<\/tr>\n
142<\/td>\nSECTION R318 PROTECTION AGAINST SUBTERRANEAN TERMITES <\/td>\n<\/tr>\n
143<\/td>\nSECTION R319 SITE ADDRESS
SECTION R320 ACCESSIBILITY (DELETED)
SECTION R321 ELEVATORS AND PLATFORM LIFTS (DELETED)
SECTION R322 FLOOD-RESISTANT CONSTRUCTION (DELETED)
SECTION R323 STORM SHELTERS <\/td>\n<\/tr>\n
144<\/td>\nCHAPTER 4 FOUNDATIONS
SECTION R401 GENERAL
TABLE R401.4.1 PRESUMPTIVE LOAD-BEARING VALUES OF FOUNDATION MATERIALSa
SECTION R402 MATERIALS <\/td>\n<\/tr>\n
145<\/td>\nTABLE R402.2 MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE
SECTION R403 FOOTINGS <\/td>\n<\/tr>\n
146<\/td>\nFIGURE R403.1(1) CONCRETE AND MASONRY FOUNDATION DETAILS <\/td>\n<\/tr>\n
147<\/td>\nFIGURE R403.1(2) PERMANENT WOOD FOUNDATION BASEMENT WALL SECTION <\/td>\n<\/tr>\n
148<\/td>\nFIGURE R403.1(3) PERMANENT WOOD FOUNDATION CRAWL SPACE SECTION <\/td>\n<\/tr>\n
149<\/td>\nTABLE R403.1 MINIMUM WIDTH OF CONCRETE, PRECAST OR MASONRY FOOTINGS (inches)a
FIGURE R403.1.3.2 DOWELS FOR SLABS-ON-GROUND WITH TURNED-DOWN FOOTINGS <\/td>\n<\/tr>\n
151<\/td>\nFIGURE R403.1.7.1 FOUNDATION CLEARANCE FROM SLOPES <\/td>\n<\/tr>\n
153<\/td>\nFIGURE R403.3(1) INSULATION PLACEMENT FOR FROST PROTECTED FOOTINGS IN HEATED BUILDINGS
TABLE R403.3(1) MINIMUM FOOTING DEPTH AND INSULATION REQUIREMENTS FOR FROST-PROTECTED FOOTINGS IN HEATED BUILDINGSa <\/td>\n<\/tr>\n
154<\/td>\nFIGURE R403.3(2) AIR-FREEZING INDEX AN ESTIMATE OF THE 100-YEAR RETURN PERIOD <\/td>\n<\/tr>\n
155<\/td>\nTABLE R403.3(2) AIR-FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY <\/td>\n<\/tr>\n
156<\/td>\nTABLE R403.3(2)\u2014continued AIR-FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY <\/td>\n<\/tr>\n
157<\/td>\nTABLE R403.3(2)\u2014continued AIR-FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY <\/td>\n<\/tr>\n
158<\/td>\nTABLE R403.3(2)\u2014continuedAIR-FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY <\/td>\n<\/tr>\n
159<\/td>\nTABLE R403.3(2)\u2014continued AIR-FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY <\/td>\n<\/tr>\n
160<\/td>\nFIGURE R403.3(3) INSULATION PLACEMENT FOR FROST-PROTECTED FOOTINGS ADJACENT TO UNHEATED SLAB-ON-GROUND STRUCTURE <\/td>\n<\/tr>\n
161<\/td>\nFIGURE R403.3(4) INSULATION PLACEMENT FOR FROST-PROTECTED FOOTINGS ADJACENT TO HEATED STRUCTURE
TABLE R403.4 MINIMUM DEPTH OF CRUSHED STONE FOOTINGS (D), (inches) <\/td>\n<\/tr>\n
162<\/td>\nFIGURE R403.4(1) BASEMENT OR CRAWL SPACE WITH PRECAST FOUNDATION WALL BEARING ON CRUSHED STONE
FIGURE R403.4(2) BASEMENT OR CRAWL SPACE WITH PRECAST FOUNDATION WALL ON SPREAD FOOTING
SECTION R404 FOUNDATION AND RETAINING WALLS <\/td>\n<\/tr>\n
163<\/td>\nTABLE R404.1(1) MAXIMUM ANCHOR BOLT AND BLOCKING SPACING FOR SUPPORTED FOUNDATION WALL
TABLE R404.1.1(1) PLAIN MASONRY FOUNDATION WALLS <\/td>\n<\/tr>\n
164<\/td>\nTABLE R404.1.1(2) 8-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d > 5 INCHESa, c <\/td>\n<\/tr>\n
165<\/td>\nTABLE R404.1.1(3) 10-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d > 6.75 INCHESa, c <\/td>\n<\/tr>\n
166<\/td>\nTABLE R404.1.1(4) 12-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d > 8.75 INCHESa, c <\/td>\n<\/tr>\n
167<\/td>\nTABLE R404.1.1(5) CANTILEVERED CONCRETE AND MASONRY FOUNDATION WALLS <\/td>\n<\/tr>\n
168<\/td>\nTABLE R404.1.1(6) CANTILEVERED CONCRETE AND MASONRY FOUNDATION WALLS <\/td>\n<\/tr>\n
169<\/td>\nTABLE R404.1.1(7) CANTILEVERED CONCRETE AND MASONRY FOUNDATION WALLS <\/td>\n<\/tr>\n
171<\/td>\nTABLE R404.1.2(1) MINIMUM HORIZONTAL REINFORCEMENT FOR CONCRETE BASEMENT WALLSa, b
TABLE R404.1.2(2) MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH NOMINAL FLAT CONCRETE BASEMENT WALLS <\/td>\n<\/tr>\n
172<\/td>\nTABLE R404.1.2(3) MINIMUM VERTICAL REINFORCEMENT FOR 8-INCH (203 mm) NOMINAL FLAT CONCRETE BASEMENT WALLS <\/td>\n<\/tr>\n
173<\/td>\nTABLE R404.1.2(4) MINIMUM VERTICAL REINFORCEMENT FOR 10-INCH NOMINAL FLAT CONCRETE BASEMENT WALLS <\/td>\n<\/tr>\n
174<\/td>\nTABLE R404.1.2(5) MINIMUM VERTICAL WALL REINFORCEMENT FOR 6-INCH WAFFLE-GRID BASEMENT WALLS <\/td>\n<\/tr>\n
175<\/td>\nTABLE R404.1.2(6) MINIMUM VERTICAL REINFORCEMENT FOR 8-INCH WAFFLE-GRID BASEMENT WALLS <\/td>\n<\/tr>\n
176<\/td>\nTABLE R404.1.2(7) MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH (152 mm) SCREEN-GRID BASEMENT WALLS <\/td>\n<\/tr>\n
177<\/td>\nTABLE R404.1.2(8) MINIMUM VERTICAL REINFORCEMENT FOR 6-, 8-, 10-INCH AND 12-INCH NOMINAL FLAT BASEMENT WALLS <\/td>\n<\/tr>\n
178<\/td>\nTABLE R404.1.2(9) MINIMUM SPACING FOR ALTERNATE BAR SIZE AND\/OR ALTERNATE GRADE OF STEEL <\/td>\n<\/tr>\n
182<\/td>\nFIGURE R404.1.5(1) FOUNDATION WALL CLAY MASONRY CURTAIN WALL WITH CONCRETE MASONRY PIERS <\/td>\n<\/tr>\n
184<\/td>\nTABLE R404.2.3 PLYWOOD GRADE AND THICKNESS FOR WOOD FOUNDATION CONSTRUCTION (30 pcf equivalent-fluid weight soil pressure) <\/td>\n<\/tr>\n
185<\/td>\nSECTION R405 FOUNDATION DRAINAGE
TABLE R405.1 PROPERTIES OF SOILS CLASSIFIED ACCORDING TO THE UNIFIED SOIL CLASSIFICATION SYSTEM <\/td>\n<\/tr>\n
186<\/td>\nSECTION R406 FOUNDATION WATERPROOFING AND DAMPPROOFING
SECTION R407 COLUMNS <\/td>\n<\/tr>\n
187<\/td>\nSECTION R408 UNDER-FLOOR SPACE <\/td>\n<\/tr>\n
188<\/td>\nCHAPTER 5 FLOORS
SECTION R501 GENERAL
SECTION R502 WOOD FLOOR FRAMING <\/td>\n<\/tr>\n
189<\/td>\nFIGURE R502.2 FLOOR CONSTRUCTION <\/td>\n<\/tr>\n
190<\/td>\nTABLE R502.3.1(1) FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES (Residential sleeping areas, live load = 30 psf, L\/\u00ce\u201d = 360)a <\/td>\n<\/tr>\n
191<\/td>\nTABLE R502.3.1(1)\u2014continued FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES (Residential sleeping areas, live load = 30 psf, L\/\u0394 = 360)a <\/td>\n<\/tr>\n
192<\/td>\nTABLE R502.3.1(2) FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES (Residential living areas, live load = 40 psf, L\/\u00ce\u201d = 360)b <\/td>\n<\/tr>\n
193<\/td>\nTABLE R502.3.1(2)\u2014continued FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES (Residential living areas, live load = 40 psf, L\/\u0394 = 360)b <\/td>\n<\/tr>\n
194<\/td>\nTABLE R502.3.3(1) CANTILEVER SPANS FOR FLOOR JOISTS SUPPORTING LIGHT-FRAME EXTERIOR BEARING WALL AND ROOF ONLY
TABLE R502.3.3(2) CANTILEVER SPANS FOR FLOOR JOISTS SUPPORTING EXTERIOR BALCONY <\/td>\n<\/tr>\n
196<\/td>\nTABLE R502.5(1) GIRDER SPANSa AND HEADER SPANSa FOR EXTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs) <\/td>\n<\/tr>\n
197<\/td>\nTABLE R502.5(1)\u2014continued GIRDER SPANSa AND HEADER SPANSa FOR EXTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs)
TABLE R502.5(2) GIRDER SPANSa AND HEADER SPANSa FOR INTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs) <\/td>\n<\/tr>\n
198<\/td>\nFIGURE R502.8 CUTTING, NOTCHING AND DRILLING <\/td>\n<\/tr>\n
199<\/td>\nSECTION R503 FLOOR SHEATHING
TABLE R503.1 MINIMUM THICKNESS OF LUMBER FLOOR SHEATHING
TABLE R503.2.1.1(2) ALLOWABLE SPANS FOR SANDED PLYWOOD COMBINATION SUBFLOOR UNDERLAYMENTa <\/td>\n<\/tr>\n
200<\/td>\nTABLE R503.2.1.1(1) ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANELS FOR ROOF AND SUBFLOOR SHEATHING AND COMBINATION SUBFLOOR UNDERLAYMENTa
SECTION R504 PRESSURE PRESERVATIVELY TREATED-WOOD FLOORS (ON GROUND) <\/td>\n<\/tr>\n
201<\/td>\nSECTION R505 STEEL FLOOR FRAMING
TABLE R505.2(1) COLD-FORMED STEEL JOIST SIZES <\/td>\n<\/tr>\n
202<\/td>\nTABLE R505.2(2) MINIMUM THICKNESS OF COLD-FORMED STEEL MEMBERS
FIGURE R505.2(1) C-SHAPED SECTION
FIGURE R505.1.2 IN-LINE FRAMING <\/td>\n<\/tr>\n
203<\/td>\nFIGURE R505.2(2) TRACK SECTION
TABLE R505.2.4 SCREW SUBSTITUTION FACTOR <\/td>\n<\/tr>\n
204<\/td>\nFIGURE R505.2.5.1 FLOOR JOIST WEB HOLES
FIGURE R505.2.5.3 WEB HOLE PATCH <\/td>\n<\/tr>\n
205<\/td>\nTABLE R505.3.1(1) FLOOR TO FOUNDATION OR BEARING WALL CONNECTION REQUIREMENTS
FIGURE 505.3.1(1) FLOOR TO EXTERIOR LOAD-BEARING WALL STUD CONNECTION <\/td>\n<\/tr>\n
206<\/td>\nTABLE R505.3.1(2) FLOOR FASTENING SCHEDULEa
FIGURE R505.3.1(2) FLOOR TO WOOD SILL CONNECTION <\/td>\n<\/tr>\n
207<\/td>\nFIGURE R505.3.1(3) FLOOR TO FOUNDATION CONNECTION
FIGURE R505.3.1(4) CANTILEVERED FLOOR TO FOUNDATION CONNECTION <\/td>\n<\/tr>\n
208<\/td>\nFIGURE R505.3.1(5) CANTILEVERED FLOOR TO WOOD SILL CONNECTION
FIGURE R505.3.1(6) CANTILEVERED FLOOR TO EXTERIOR LOAD-BEARING WALL CONNECTION <\/td>\n<\/tr>\n
209<\/td>\nFIGURE R505.3.1(7) CONTINUOUS SPAN JOIST SUPPORTED ON INTERIOR LOAD-BEARING WALL <\/td>\n<\/tr>\n
210<\/td>\nFIGURE R505.3.1(8) LAPPED JOISTS SUPPORTED ON INTERIOR LOAD-BEARING WALL
FIGURE R505.3.1(9) BEARING STIFFENERS FOR END JOISTS <\/td>\n<\/tr>\n
211<\/td>\nTABLE R505.3.2(1) ALLOWABLE SPANS FOR COLD-FORMED STEEL JOISTS\u2014SINGLE SPANSa, b, c, d 33 ksi STEEL <\/td>\n<\/tr>\n
212<\/td>\nTABLE R505.3.2(2) ALLOWABLE SPANS FOR COLD-FORMED STEEL JOISTS\u2014MULTIPLE SPANSa, b, c, d, e, f 33 ksi STEEL <\/td>\n<\/tr>\n
213<\/td>\nTABLE R505.3.2(3) ALLOWABLE SPANS FOR COLD-FORMED STEEL JOISTS\u2014MULTIPLE SPANSa, b, c, d, e, f 50 ksi STEEL <\/td>\n<\/tr>\n
214<\/td>\nFIGURE R505.3.3.2(1) JOIST BLOCKING (SOLID)
FIGURE R505.3.3.2(2) JOIST BLOCKING (STRAP) <\/td>\n<\/tr>\n
215<\/td>\nFIGURE R505.3.4(1) BEARING STIFFENERS UNDER JAMB STUDS <\/td>\n<\/tr>\n
216<\/td>\nFIGURE R505.3.4(2) BEARING STIFFENER
TABLE R505.3.4(1) CLIP ANGLE BEARING STIFFENERS (20 psf equivalent snow load) <\/td>\n<\/tr>\n
217<\/td>\nTABLE R505.3.4(2) CLIP ANGLE BEARING STIFFENERS (30 psf equivalent snow load)
TABLE R505.3.4(3) CLIP ANGLE BEARING STIFFENERS (50 psf equivalent snow load) <\/td>\n<\/tr>\n
218<\/td>\nTABLE R505.3.4(4) CLIP ANGLE BEARING STIFFENERS (70 psf equivalent snow load)
FIGURE R505.3.7 TRACK SPLICE <\/td>\n<\/tr>\n
219<\/td>\nFIGURE R505.3.8(1) COLD-FORMED STEEL FLOOR CONSTRUCTION: 6-FOOT FLOOR OPENING
SECTION R506 CONCRETE FLOORS (ON GROUND) <\/td>\n<\/tr>\n
220<\/td>\nFIGURE R505.3.8(2) COLD-FORMED STEEL FLOOR CONSTRUCTION\u20148-FOOT FLOOR OPENING
FIGURE R505.3.8(3) COLD-FORMED STEEL FLOOR CONSTRUCTION: FLOOR HEADER TO TRIMMER CONNECTION\u20146-FOOT OPENING <\/td>\n<\/tr>\n
221<\/td>\nFIGURE R505.3.8(4) COLD-FORMED STEEL FLOOR CONSTRUCTION: FLOOR HEADER TO TRIMMER CONNECTION\u20148-FOOT OPENING
SECTION R507 DECKS <\/td>\n<\/tr>\n
222<\/td>\nTABLE R507.2 FASTENER SPACING FOR A SOUTHERN PINE OR HEM-FIR DECK LEDGER AND A 2-INCH-NOMINAL SOLID-SAWN SPRUCE-PINE-FIR BAND JOISTc, f, g (Deck live load = 40 psf, deck dead load = 10 psf)
TABLE 507.2.1 PLACEMENT OF LAG SCREWS AND BOLTS IN DECK LEDGERS AND BAND JOISTS
FIGURE R507.2.1(1) PLACEMENT OF LAG SCREWS AND BOLTS IN LEDGERS <\/td>\n<\/tr>\n
223<\/td>\nFIGURE R507.2.1(2) PLACEMENT OF LAG SCREWS AND BOLTS IN BAND JOISTS
FIGURE 507.2.3 DECK ATTACHMENT FOR LATERAL LOADS <\/td>\n<\/tr>\n
224<\/td>\nCHAPTER 6 WALL CONSTRUCTION
SECTION R601 GENERAL
SECTION R602 WOOD WALL FRAMING <\/td>\n<\/tr>\n
225<\/td>\nTABLE R602.3(1) FASTENER SCHEDULE FOR STRUCTURAL MEMBERS <\/td>\n<\/tr>\n
226<\/td>\nTABLE R602.3(1)\u2014continued FASTENER SCHEDULE FOR STRUCTURAL MEMBERS <\/td>\n<\/tr>\n
227<\/td>\nTABLE R602.3(2) ALTERNATE ATTACHMENTS TO TABLE R602.3(1) <\/td>\n<\/tr>\n
228<\/td>\nTABLE R602.3(3) REQUIREMENTS FOR WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURES
TABLE R602.3(4) ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHING
TABLE R602.3(5) SIZE, HEIGHT AND SPACING OF WOOD STUDS <\/td>\n<\/tr>\n
229<\/td>\nFIGURE R602.3(1) TYPICAL WALL, FLOOR AND ROOF FRAMING <\/td>\n<\/tr>\n
230<\/td>\nFIGURE R602.3(2) FRAMING DETAILS <\/td>\n<\/tr>\n
231<\/td>\nTABLE R602.3.1 MAXIMUM ALLOWABLE LENGTH OF WOOD WALL STUDS EXPOSED TO WIND SPEEDS OF 90 MPH OR LESS Where conditions are not within the parameters of footnotes b, c, d, e, f, g, h, and i, design is required. <\/td>\n<\/tr>\n
232<\/td>\nTABLE R602.3.1\u2014continued MAXIMUM ALLOWABLE LENGTH OF WOOD WALL STUDS EXPOSED TO WIND SPEEDS OF 90 MPH OR LESS <\/td>\n<\/tr>\n
233<\/td>\nTABLE R602.3.1\u2014continued MAXIMUM ALLOWABLE LENGTH OF WOOD WALL STUDS EXPOSED TO WIND SPEEDS OF 100 MPH OR LESS IN SEISMIC DESIGN CATEGORIES A, B, C, D0, D1 and D2 <\/td>\n<\/tr>\n
235<\/td>\nFIGURE R602.6(1) NOTCHING AND BORED HOLE LIMITATIONS FOR EXTERIOR WALLS AND BEARING WALLS <\/td>\n<\/tr>\n
236<\/td>\nFIGURE R602.6(2) NOTCHING AND BORED HOLE LIMITATIONS FOR INTERIOR NONBEARING WALLS
FIGURE R602.6.1 TOP PLATE FRAMING TO ACCOMMODATE PIPING <\/td>\n<\/tr>\n
237<\/td>\nTABLE R602.7.1 SPANS FOR MINIMUM No.2 GRADE SINGLE HEADER <\/td>\n<\/tr>\n
238<\/td>\nFIGURE R602.7.1(1) SINGLE MEMBER HEADER IN EXTERIOR BEARING WALL
FIGURE R602.7.1(2) ALTERNATIVE SINGLE MEMBER HEADER WITHOUT CRIPPLE <\/td>\n<\/tr>\n
239<\/td>\nTABLE R602.7.2 MAXIMUM SPANS FOR WOOD STRUCTURAL PANEL BOX HEADERS
FIGURE R602.7.2 TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION <\/td>\n<\/tr>\n
240<\/td>\nFIGURE R602.10.1.1 BRACED WALL LINES
TABLE R602.10.1.3 BRACED WALL LINE SPACING <\/td>\n<\/tr>\n
241<\/td>\nFIGURE R602.10.1.4 ANGLED WALLS <\/td>\n<\/tr>\n
242<\/td>\nFIGURE R602.10.2.2 LOCATION OF BRACED WALL PANELS <\/td>\n<\/tr>\n
243<\/td>\nTABLE R602.10.3(1) BRACING REQUIREMENTS BASED ON WIND SPEED <\/td>\n<\/tr>\n
244<\/td>\nTABLE R602.10.3(1)\u2014continued BRACING REQUIREMENTS BASED ON WIND SPEED <\/td>\n<\/tr>\n
245<\/td>\nTABLE R602.10.3(2) WIND ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING <\/td>\n<\/tr>\n
246<\/td>\nTABLE R602.10.3(3) BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY <\/td>\n<\/tr>\n
247<\/td>\nTABLE R602.10.3(3)\u2014continued BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY <\/td>\n<\/tr>\n
248<\/td>\nTABLE R602.10.3(4) SEISMIC ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING <\/td>\n<\/tr>\n
249<\/td>\nTABLE R602.10.4 BRACING METHODS <\/td>\n<\/tr>\n
250<\/td>\nTABLE R602.10.4\u2014continued BRACING METHODS <\/td>\n<\/tr>\n
252<\/td>\nTABLE R602.10.5 MINIMUM LENGTH OF BRACED WALL PANELS <\/td>\n<\/tr>\n
253<\/td>\nFIGURE R602.10.5 BRACED WALL PANELS WITH CONTINUOUS SHEATHING
TABLE R602.10.5.2 PARTIAL CREDIT FOR BRACED WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH
TABLE R602.10.6.1 MINIMUM HOLD-DOWN FORCES FOR METHOD ABW BRACED WALL PANELS <\/td>\n<\/tr>\n
254<\/td>\nFIGURE R602.10.6.1 METHOD ABW\u2014ALTERNATE BRACED WALL PANEL
FIGURE R602.10.6.2 METHOD PFH\u2014PORTAL FRAME WITH HOLD-DOWNS <\/td>\n<\/tr>\n
255<\/td>\nFIGURE R602.10.6.3 METHOD PFG\u2014PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, B AND C <\/td>\n<\/tr>\n
256<\/td>\nFIGURE R602.10.6.4 METHOD CS-PF\u2014CONTINUOUSLY SHEATHED PORTAL FRAME PANEL CONSTRUCTION <\/td>\n<\/tr>\n
257<\/td>\nTABLE R602.10.6.4 TENSION STRAP CAPACITY REQUIRED FOR RESISTING WIND PRESSURES PERPENDICULAR TO METHOD PFH, PFG AND CS-PF BRACED WALL PANELS <\/td>\n<\/tr>\n
258<\/td>\nTABLE R602.10.6.5 METHOD BV-WSP WALL BRACING REQUIREMENTS <\/td>\n<\/tr>\n
259<\/td>\nFIGURE R602.10.6.5 METHOD BV-WSP\u2014WALL BRACING FOR DWELLINGS WITH STONE AND MASONRY VENEER IN SEISMIC DESIGN CATEGORIES D0, D1 and D2 <\/td>\n<\/tr>\n
260<\/td>\nFIGURE R602.10.7 END CONDITIONS FOR BRACED WALL LINES WITH CONTINUOUS SHEATHING <\/td>\n<\/tr>\n
261<\/td>\nFIGURE R602.10.8(1) BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR\/CEILING FRAMING <\/td>\n<\/tr>\n
262<\/td>\nFIGURE R602.10.8(2) BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR\/CEILING FRAMING
FIGURE R602.10.8.2(1) BRACED WALL PANEL CONNECTION TO PERPENDICULAR RAFTERS <\/td>\n<\/tr>\n
263<\/td>\nFIGURE R602.10.8.2(2) BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES
FIGURE R602.10.8.2(3) BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES <\/td>\n<\/tr>\n
264<\/td>\nFIGURE R602.10.9 MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS <\/td>\n<\/tr>\n
265<\/td>\nFIGURE R602.11.2 STEPPED FOUNDATION CONSTRUCTION <\/td>\n<\/tr>\n
266<\/td>\nFIGURE R602.12.1 RECTANGLE CIRCUMSCRIBING AN ENCLOSED BUILDING <\/td>\n<\/tr>\n
267<\/td>\nTABLE R602.12.4 MINIMUM NUMBER OF BRACING UNITS ON EACH SIDE OF THE CIRCUMSCRIBED RECTANGLE <\/td>\n<\/tr>\n
268<\/td>\nFIGURE R602.12.5 BRACING UNIT DISTRIBUTION
SECTION R603 STEEL WALL FRAMING <\/td>\n<\/tr>\n
269<\/td>\nFIGURE R603.1.2 IN-LINE FRAMING
FIGURE R603.2(1) C-SHAPED SECTION
FIGURE R603.2(2) TRACK SECTION <\/td>\n<\/tr>\n
270<\/td>\nTABLE R603.2(1) LOAD-BEARING COLD-FORMED STEEL STUD SIZES
TABLE R603.2(2) MINIMUM THICKNESS OF COLD-FORMED STEEL MEMBERS
TABLE R603.2.4 SCREW SUBSTITUTION FACTOR <\/td>\n<\/tr>\n
271<\/td>\nFIGURE R603.2.5.1 WEB HOLES
FIGURE R603.2.5.3 STUD WEB HOLE PATCH <\/td>\n<\/tr>\n
272<\/td>\nTABLE R603.3.1 WALL TO FOUNDATION OR FLOOR CONNECTION REQUIREMENTS
TABLE R603.3.1.1(1) GABLE ENDWALL TO FLOOR CONNECTION REQUIREMENTS <\/td>\n<\/tr>\n
273<\/td>\nTABLE R603.3.1.1(2) GABLE ENDWALL BOTTOM TRACK TO FOUNDATION CONNECTION REQUIREMENTS
FIGURE R603.3.1(1) WALL TO FLOOR CONNECTION <\/td>\n<\/tr>\n
274<\/td>\nFIGURE R603.3.1(2) WALL TO FOUNDATION CONNECTION
FIGURE R603.3.1(3) WALL TO WOOD SILL CONNECTION <\/td>\n<\/tr>\n
275<\/td>\nTABLE R603.3.2(1) WALL FASTENING SCHEDULE
TABLE R603.3.2(2) 24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY 33 KSI STEEL <\/td>\n<\/tr>\n
276<\/td>\nTABLE R603.3.2(3) 24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY 50 KSI STEEL <\/td>\n<\/tr>\n
277<\/td>\nTABLE R603.3.2(4) 28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY 33 KSI STEEL <\/td>\n<\/tr>\n
278<\/td>\nTABLE R603.3.2(5) 28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY 50 KSI STEEL <\/td>\n<\/tr>\n
279<\/td>\nTABLE R603.3.2(6) 32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY 33 KSI STEEL <\/td>\n<\/tr>\n
280<\/td>\nTABLE R603.3.2(7) 32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
281<\/td>\nTABLE R603.3.2(8) 36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
282<\/td>\nTABLE R603.3.2(9) 36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
283<\/td>\nTABLE R603.3.2(10) 40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
284<\/td>\nTABLE R603.3.2(11) 40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
285<\/td>\nTABLE R603.3.2(12) 24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
286<\/td>\nTABLE R603.3.2(13) 24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
287<\/td>\nTABLE R603.3.2(14) 28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
288<\/td>\nTABLE R603.3.2(15) 28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
289<\/td>\nTABLE R603.3.2(16) 32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
290<\/td>\nTABLE R603.3.2(17) 32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
291<\/td>\nTABLE R603.3.2(18) 36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
292<\/td>\nTABLE R603.3.2(19) 36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
293<\/td>\nTABLE R603.3.2(20) 40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
294<\/td>\nTABLE R603.3.2(21) 40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
295<\/td>\nTABLE R603.3.2(22) 24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
296<\/td>\nTABLE R603.3.2(23) 24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
297<\/td>\nTABLE R603.3.2(24) 28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
298<\/td>\nTABLE R603.3.2(25) 28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
299<\/td>\nTABLE R603.3.2(26) 32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
300<\/td>\nTABLE R603.3.2(27) 32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
301<\/td>\nTABLE R603.3.2(28) 36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
302<\/td>\nTABLE R603.3.2(29) 36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
303<\/td>\nTABLE R603.3.2(30) 40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
304<\/td>\nTABLE R603.3.2(31) 40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
305<\/td>\nTABLE R603.3.2.1(1) ALL BUILDING WIDTHS GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
306<\/td>\nTABLE R603.3.2.1(2) ALL BUILDING WIDTHS GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
307<\/td>\nTABLE R603.3.2.1(3) ALL BUILDING WIDTHS GABLE ENDWALLS OVER 10 FEET IN HEIGHTa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
308<\/td>\nTABLE R603.3.2.1(4) ALL BUILDING WIDTHS GABLE ENDWALLS OVER 10 FEET IN HEIGHTa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
309<\/td>\nFIGURE R603.3.3(1) STUD BRACING WITH STRAPPING ONLY
FIGURE R603.3.3(2) STUD BRACING WITH STRAPPING AND SHEATHING MATERIAL <\/td>\n<\/tr>\n
310<\/td>\nFIGURE R603.3.5 TRACK SPLICE
FIGURE R603.4 CORNER FRAMING <\/td>\n<\/tr>\n
311<\/td>\nFIGURE R603.6(1) BOX BEAM HEADER
FIGURE R603.6(2) BACK-TO-BACK HEADER <\/td>\n<\/tr>\n
312<\/td>\nTABLE R603.6(1) BOX-BEAM HEADER SPANS Headers Supporting Roof and Ceiling Only (33 Ksi steel)a, b <\/td>\n<\/tr>\n
313<\/td>\nTABLE R603.6(2) BOX-BEAM HEADER SPANS Headers Supporting Roof and Ceiling Only (50 Ksi steel)a, b <\/td>\n<\/tr>\n
314<\/td>\nTABLE R603.6(3) BOX-BEAM HEADER SPANS Headers Supporting Roof and Ceiling Only (33 Ksi steel)a, b <\/td>\n<\/tr>\n
315<\/td>\nTABLE R603.6(4) BOX-BEAM HEADER SPANS Headers Supporting Roof and Ceiling Only (50 Ksi steel)a, b <\/td>\n<\/tr>\n
316<\/td>\nTABLE R603.6(5) BOX-BEAM HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (33 Ksi steel)a, b <\/td>\n<\/tr>\n
317<\/td>\nTABLE R603.6(6) BOX-BEAM HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (50 Ksi steel)a, b <\/td>\n<\/tr>\n
318<\/td>\nTABLE R603.6(7) BOX-BEAM HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (33 Ksi steel)a, b <\/td>\n<\/tr>\n
319<\/td>\nTABLE R603.6(8) BOX-BEAM HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (50 Ksi steel)a, b <\/td>\n<\/tr>\n
320<\/td>\nTABLE R603.6(9) BOX-BEAM HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (33 Ksi steel)a, b <\/td>\n<\/tr>\n
321<\/td>\nTABLE R603.6(10) BOX-BEAM HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (50 Ksi steel)a, b <\/td>\n<\/tr>\n
322<\/td>\nTABLE R603.6(11) BOX-BEAM HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (33 Ksi steel)a, b <\/td>\n<\/tr>\n
323<\/td>\nTABLE R603.6(12) BOX-BEAM HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (50 Ksi steel)a,b <\/td>\n<\/tr>\n
324<\/td>\nTABLE R603.6(13) BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Only (33 Ksi steel)a,b <\/td>\n<\/tr>\n
325<\/td>\nTABLE R603.6(14) BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Only (50 Ksi steel)a,b <\/td>\n<\/tr>\n
326<\/td>\nTABLE R603.6(15) BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Only (33 Ksi steel)a, b <\/td>\n<\/tr>\n
327<\/td>\nTABLE R603.6(16) BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Only (50 Ksi steel)a, b <\/td>\n<\/tr>\n
328<\/td>\nTABLE R603.6(17) BACK-TO-BACK HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (33 Ksi steel)a, b <\/td>\n<\/tr>\n
329<\/td>\nTABLE R603.6(18) BACK-TO-BACK HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (50 Ksi steel)a, b <\/td>\n<\/tr>\n
330<\/td>\nTABLE R603.6(19) BACK-TO-BACK HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (33 Ksi steel)a, b <\/td>\n<\/tr>\n
331<\/td>\nTABLE R603.6(20) BACK-TO-BACK HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (50 Ksi steel)a, b <\/td>\n<\/tr>\n
332<\/td>\nTABLE R603.6(21) BACK-TO-BACK HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (33 Ksi steel)a, b <\/td>\n<\/tr>\n
333<\/td>\nTABLE R603.6(22) BACK-TO-BACK HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (50 Ksi steel)a, b <\/td>\n<\/tr>\n
334<\/td>\nTABLE R603.6(23) BACK-TO-BACK HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (33 Ksi steel)a, b <\/td>\n<\/tr>\n
335<\/td>\nTABLE R603.6(24) BACK-TO-BACK HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (50 Ksi steel)a, b <\/td>\n<\/tr>\n
336<\/td>\nFIGURE R603.6.1(1) BOX BEAM HEADER IN GABLE ENDWALL
FIGURE R603.6.1(2) BACK-TO-BACK HEADER IN GABLE ENDWALL <\/td>\n<\/tr>\n
337<\/td>\nTABLE R603.7(1) TOTAL NUMBER OF JACK AND KING STUDS REQUIRED AT EACH END OF AN OPENING
TABLE R603.7(2) HEADER TO KING STUD CONNECTION REQUIREMENTSa
FIGURE R603.9 STRUCTURAL SHEATHING FASTENING PATTERN <\/td>\n<\/tr>\n
338<\/td>\nTABLE R603.8 HEAD AND SILL TRACK SPAN Fy = 33 KSI
FIGURE R603.9.2 CORNER STUD HOLD-DOWN DETAIL <\/td>\n<\/tr>\n
339<\/td>\nTABLE R603.9.2(1) MINIMUM PERCENTAGE OF FULL HEIGHT STRUCTURAL SHEATHING ON EXTERIOR WALLSa, b
TABLE R603.9.2(2) FULL HEIGHT SHEATHING LENGTH ADJUSTMENT FACTORS <\/td>\n<\/tr>\n
340<\/td>\nSECTION R604 WOOD STRUCTURAL PANELS
SECTION R605 PARTICLEBOARD
SECTION R606 GENERAL MASONRY CONSTRUCTION <\/td>\n<\/tr>\n
341<\/td>\nTABLE R606.5 ALLOWABLE COMPRESSIVE STRESSES FOR EMPIRICAL DESIGN OF MASONRY <\/td>\n<\/tr>\n
342<\/td>\nTABLE R606.9 SPACING OF LATERAL SUPPORT FOR MASONRY WALLS <\/td>\n<\/tr>\n
343<\/td>\nFIGURE R606.11(1) ANCHORAGE REQUIREMENTS FOR MASONRY WALLS LOCATED IN SEISMIC DESIGN CATEGORY A, B OR C AND WHERE WIND LOADS ARE LESS THAN 30 PSF <\/td>\n<\/tr>\n
344<\/td>\nFIGURE R606.11(2) REQUIREMENTS FOR REINFORCED GROUTED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY C <\/td>\n<\/tr>\n
345<\/td>\nFIGURE R606.11(3) REQUIREMENTS FOR REINFORCED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY D0, D1, OR D2 <\/td>\n<\/tr>\n
346<\/td>\nTABLE R606.12.2.1 MINIMUM SOLID WALL LENGTH ALONG EXTERIOR WALL LINES <\/td>\n<\/tr>\n
347<\/td>\nTABLE R606.12.3.2 MINIMUM DISTRIBUTED WALL REINFORCEMENT FOR BUILDING ASSIGNED TO SEISMIC DESIGN CATEGORY D0 or D1
TABLE R606.12.4.1 MINIMUM REINFORCING FOR STACKED BONDED MASONRY WALLS IN SEISMIC DESIGN CATEGORY D2 <\/td>\n<\/tr>\n
348<\/td>\nTABLE R606.12.4.2 MINIMUM REINFORCING FOR STACKED BONDED MASONRY WALLS IN SEISMIC DESIGN CATEGORY D2
TABLE R606.15.1 MINIMUM CORROSION PROTECTION
SECTION R607 UNIT MASONRY <\/td>\n<\/tr>\n
349<\/td>\nTABLE R607.1 MORTAR PROPORTIONSa, b
SECTION R608 MULTIPLE-WYTHE MASONRY <\/td>\n<\/tr>\n
350<\/td>\nSECTION R609 GROUTED MASONRY <\/td>\n<\/tr>\n
351<\/td>\nTABLE R609.1.1 GROUT PROPORTIONS BY VOLUME FOR MASONRY CONSTRUCTION
TABLE R609.1.2 GROUT SPACE DIMENSIONS AND POUR HEIGHTS <\/td>\n<\/tr>\n
352<\/td>\nSECTION R610 GLASS UNIT MASONRY <\/td>\n<\/tr>\n
353<\/td>\nFIGURE R610.4.1 GLASS UNIT MASONRY DESIGN WIND LOAD RESISTANCE
SECTION R611 EXTERIOR CONCRETE WALL CONSTRUCTION <\/td>\n<\/tr>\n
354<\/td>\nTABLE R611.3 DIMENSIONAL REQUIREMENTS FOR WALLSa, b <\/td>\n<\/tr>\n
355<\/td>\nFIGURE R611.3(1) FLAT WALL SYSTEM
FIGURE R611.3(2) WAFFLE-GRID WALL SYSTEM
FIGURE R611.3(3) SCREEN-GRID WALL SYSTEM <\/td>\n<\/tr>\n
357<\/td>\nTABLE R611.5.4(1) LAP SPLICE AND TENSION DEVELOPMENT LENGTHS
FIGURE R611.5.4(1) LAP SPLIC <\/td>\n<\/tr>\n
358<\/td>\nFIGURE R611.5.4(2) DEVELOPMENT LENGTH AND COVER FOR HOOKS AND BAR EXTENSION
FIGURE R611.5.4(3) STANDARD HOOKS <\/td>\n<\/tr>\n
359<\/td>\nTABLE R611.5.4(2) MAXIMUM SPACING FOR ALTERNATIVE BAR SIZE AND\/OR ALTERNATIVE GRADE OF STEELa, b, c <\/td>\n<\/tr>\n
360<\/td>\nFIGURE R611.6(1) ABOVE-GRADE CONCRETE WALL CONSTRUCTION ONE
FIGURE R611.6(2) ABOVE-GRADE CONCRETE WALL CONSTRUCTION CONCRETE FIRST-STORY AND LIGHT-FRAMED SECOND-STORY <\/td>\n<\/tr>\n
361<\/td>\nFIGURE R611.6(3) ABOVE-GRADE CONCRETE WALL CONSTRUCTION TWO-STORY
FIGURE R611.6(4) ABOVE-GRADE CONCRETE WALL SUPPORTED ON MONOLITHIC SLAB-ON-GROUND FOOTING <\/td>\n<\/tr>\n
362<\/td>\nTABLE R611.6(1) MINIMUM VERTICAL REINFORCEMENT FOR FLAT ABOVE-GRADE WALLSa, b, c, d, e <\/td>\n<\/tr>\n
363<\/td>\nTABLE R611.6(2) MINIMUM VERTICAL REINFORCEMENT FOR WAFFLE-GRID ABOVE-GRADE WALLS <\/td>\n<\/tr>\n
364<\/td>\nTABLE R611.6(3) MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH SCREEN-GRID ABOVE-GRADE WALLSa, b, c, d, e <\/td>\n<\/tr>\n
365<\/td>\nTABLE R611.6(4) MINIMUM VERTICAL REINFORCEMENT FOR FLAT, WAFFLE- AND SCREEN-GRID ABOVE-GRADE WALLS DESIGNED CONTINUOUS WITH FOUNDATION STEM WALLSa, b, c, d, e, k, l <\/td>\n<\/tr>\n
366<\/td>\nEQUATION R6-1
EQUATION R6-2 <\/td>\n<\/tr>\n
367<\/td>\nTABLE R611.7(1A) UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE ONE STORY OR TOP STORY OF TWO STORYa, c, d, e, f, g <\/td>\n<\/tr>\n
368<\/td>\nTABLE R611.7(1A)\u2014continued UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE ONE STORY OR TOP STORY OF TWO STORYa, c, d, e, f, g <\/td>\n<\/tr>\n
369<\/td>\nTABLE R611.7(1B) UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE FIRST STORY OF TWO STORYa, c, d, e, f, g <\/td>\n<\/tr>\n
370<\/td>\nTABLE R611.7(1B)\u2014continued UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE FIRST STORY OF TWO STORYa, c, d, e, f, g <\/td>\n<\/tr>\n
371<\/td>\nTABLE R611.7(1C) UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGEa, c, d, e, f, g <\/td>\n<\/tr>\n
372<\/td>\nTABLE R611.7(1C)\u2014continued UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGEa, c, d, e, f, g <\/td>\n<\/tr>\n
373<\/td>\nTABLE R611.7(2) REDUCTION FACTOR, R1, FOR BUILDINGS WITH MEAN ROOF HEIGHT LESS THAN 35 FEETa
TABLE R611.7(3) REDUCTION FACTOR, R2, FOR FLOOR-TO-CEILING WALL HEIGHTS LESS THAN 10 FEETa, b <\/td>\n<\/tr>\n
374<\/td>\nTABLE R611.7(4) REDUCTION FACTOR FOR DESIGN STRENGTH, R3, FOR FLAT, WAFFLE- AND SCREEN-GRID WALLSa, c <\/td>\n<\/tr>\n
375<\/td>\nFIGURE R611.7(1) MINIMUM SOLID WALL LENGTH <\/td>\n<\/tr>\n
377<\/td>\nFIGURE R611.7(2) VERTICAL REINFORCEMENT LAYOUT DETAIL <\/td>\n<\/tr>\n
378<\/td>\nFIGURE R611.7(3) VERTICAL WALL REINFORCEMENT ADJACENT TO WALL OPENINGS <\/td>\n<\/tr>\n
379<\/td>\nFIGURE R611.8(1) REINFORCEMENT OF OPENINGS <\/td>\n<\/tr>\n
380<\/td>\nFIGURE R611.8(2) LINTEL FOR FLAT WALLS
FIGURE R611.8(3) LINTELS FOR WAFFLE-GRID WALLS <\/td>\n<\/tr>\n
381<\/td>\nFIGURE R611.8(4) LINTELS FOR SCREEN-GRID WALLS <\/td>\n<\/tr>\n
382<\/td>\nTABLE R611.8(1) LINTEL DESIGN LOADING CONDITIONSa, b, d <\/td>\n<\/tr>\n
383<\/td>\nTABLE R611.8(2) MAXIMUM ALLOWABLE CLEAR SPANS FOR 4-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET <\/td>\n<\/tr>\n
384<\/td>\nTABLE R611.8(2)\u2014continued MAXIMUM ALLOWABLE CLEAR SPANS FOR 4-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEE <\/td>\n<\/tr>\n
385<\/td>\nTABLE R611.8(3) MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET <\/td>\n<\/tr>\n
386<\/td>\nTABLE R611.8(3)\u2014continued MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET <\/td>\n<\/tr>\n
387<\/td>\nTABLE R611.8(4) MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET <\/td>\n<\/tr>\n
388<\/td>\nTABLE R611.8(4)\u2014continued MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET <\/td>\n<\/tr>\n
389<\/td>\nTABLE R611.8(5) MAXIMUM ALLOWABLE CLEAR SPANS FOR 10-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET <\/td>\n<\/tr>\n
390<\/td>\nTABLE R611.8(5)\u2014continued MAXIMUM ALLOWABLE CLEAR SPANS FOR 10-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET <\/td>\n<\/tr>\n
391<\/td>\nTABLE R611.8(6) MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR SPAN 32 FEET <\/td>\n<\/tr>\n
392<\/td>\nTABLE R611.8(6)\u2014continued MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR SPAN 32 FEET <\/td>\n<\/tr>\n
393<\/td>\nTABLE R611.8(7) MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR CLEAR SPAN 32 FEET <\/td>\n<\/tr>\n
394<\/td>\nTABLE R611.8(7)\u2014continued MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR CLEAR SPAN 32 FEET <\/td>\n<\/tr>\n
395<\/td>\nTABLE R611.8(8) MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-THICK SCREEN-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, p ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET <\/td>\n<\/tr>\n
396<\/td>\nTABLE R611.8(9) MAXIMUM ALLOWABLE CLEAR SPANS FOR FLAT LINTELS WITHOUT STIRRUPS IN NONLOAD-BEARING WALLSa, b, c, d, e, g, h <\/td>\n<\/tr>\n
397<\/td>\nTABLE R611.8(9)\u2014continued MAXIMUM ALLOWABLE CLEAR SPANS FOR FLAT LINTELS WITHOUT STIRRUPS IN NONLOAD-BEARING WALLSa, b, c, d, e, g, h
TABLE R611.8(10) MAXIMUM ALLOWABLE CLEAR SPANS FOR WAFFLE-GRID AND SCREEN-GRID LINTELS WITHOUT STIRRUPS IN NONLOAD-BEARING WALLSc, d, e, f, g <\/td>\n<\/tr>\n
399<\/td>\nFIGURE R611.9(1) WOOD-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULAR <\/td>\n<\/tr>\n
400<\/td>\nTABLE R611.9(1) WOOD-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c <\/td>\n<\/tr>\n
401<\/td>\nFIGURE R611.9(2) WOOD-FRAMED FLOOR TO SIDE OF CONCRETE WALL FRAMING PARALLEL <\/td>\n<\/tr>\n
402<\/td>\nTABLE R611.9(2) WOOD-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLELa, b <\/td>\n<\/tr>\n
403<\/td>\nFIGURE R611.9(3) WOOD-FRAMED FLOOR TO TOP OF CONCRETE WALL FRAMING PERPENDICULAR <\/td>\n<\/tr>\n
404<\/td>\nTABLE R611.9(3) WOOD-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e <\/td>\n<\/tr>\n
405<\/td>\nFIGURE R611.9(4) WOOD-FRAMED FLOOR TO TOP OF CONCRETE WALL FRAMING PARALLEL <\/td>\n<\/tr>\n
406<\/td>\nTABLE R611.9(4) WOOD-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e <\/td>\n<\/tr>\n
407<\/td>\nFIGURE R611.9(5) COLD-FORMED STEEL FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULAR <\/td>\n<\/tr>\n
408<\/td>\nTABLE R611.9(5) COLD-FORMED STEEL-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d <\/td>\n<\/tr>\n
409<\/td>\nFIGURE R611.9(6) COLD-FORMED STEEL FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLEL <\/td>\n<\/tr>\n
410<\/td>\nTABLE R611.9(6) COLD-FORMED STEEL-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLELa, b, c, d <\/td>\n<\/tr>\n
411<\/td>\nFIGURE R611.9(7) COLD-FORMED STEEL FLOOR TO TOP OF CONCRETE WALL FRAMING PERPENDICULAR <\/td>\n<\/tr>\n
412<\/td>\nTABLE R611.9(7) COLD-FORMED STEEL-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e <\/td>\n<\/tr>\n
413<\/td>\nFIGURE R611.9(8) COLD-FORMED STEEL FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLEL <\/td>\n<\/tr>\n
414<\/td>\nTABLE R611.9(8) COLD-FORMED STEEL-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e <\/td>\n<\/tr>\n
415<\/td>\nFIGURE R611.9(9) WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULAR <\/td>\n<\/tr>\n
416<\/td>\nTABLE R611.9(9) WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e <\/td>\n<\/tr>\n
417<\/td>\nFIGURE R611.9(10) WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL FRAMING PARALLEL <\/td>\n<\/tr>\n
418<\/td>\nTABLE R611.9(10) WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e <\/td>\n<\/tr>\n
419<\/td>\nFIGURE R611.9(11) COLD-FORMED STEEL ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULAR <\/td>\n<\/tr>\n
420<\/td>\nTABLE R611.9(11) WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e <\/td>\n<\/tr>\n
421<\/td>\nFIGURE R611.9(12) COLD-FORMED STEEL ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLEL <\/td>\n<\/tr>\n
422<\/td>\nTABLE R611.9(12) COLD-FORMED STEEL ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e <\/td>\n<\/tr>\n
423<\/td>\nSECTION R612 EXTERIOR WINDOWS AND DOORS <\/td>\n<\/tr>\n
424<\/td>\nFIGURE R612.7.2(1) THROUGH THE FRAME
FIGURE R612.7.2(2) FRAME CLIP
FIGURE R612.7.2(3) THROUGH THE FRAME
FIGURE R612.7.2(4) FRAME CLIP <\/td>\n<\/tr>\n
425<\/td>\nFIGURE R612.7.2(5) THROUGH THE FLANGE
FIGURE R612.7.2(6) THROUGH THE FLANGE
FIGURE R612.7.2(7) FRAME CLIP
FIGURE R612.7.2(8) THROUGH THE FLANGE <\/td>\n<\/tr>\n
426<\/td>\nSECTION R613 STRUCTURAL INSULATED PANEL WALL CONSTRUCTION
TABLE R613.3.1 MINIMUM PROPERTIES FOR POLYURETHANE INSULATION USED AS SIPS CORE
TABLE R613.3.2 MINIMUM PROPERTIESa FOR ORIENTED STRAND BOARD FACER MATERIAL IN SIP WALLS <\/td>\n<\/tr>\n
427<\/td>\nFIGURE R613.4 SIP WALL PANEL <\/td>\n<\/tr>\n
428<\/td>\nTABLE R613.5(1) MINIMUM THICKNESS FOR SIP WALL SUPPORTING SIP OR LIGHT-FRAME ROOF ONLY (inches)a <\/td>\n<\/tr>\n
429<\/td>\nTABLE R613.5(2) MINIMUM THICKNESS FOR SIP WALLS SUPPORTING SIP OR LIGHT-FRAME ONE STORY AND ROOF (inches)a <\/td>\n<\/tr>\n
430<\/td>\nFIGURE R613.5(1) MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS
FIGURE R613.5(2) MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS <\/td>\n<\/tr>\n
431<\/td>\nFIGURE R613.5(3) TRUSSED ROOF TO TOP PLATE CONNECTION
FIGURE R613.5(4) SIP WALL-TO-WALL PLATFORM FRAME CONNECTION <\/td>\n<\/tr>\n
432<\/td>\nFIGURE R613.5(5) SIP WALL-TO-WALL BALLOON FRAME CONNECTION (I-Joist floor shown for Illustration only)
FIGURE R613.5.1 SIP WALL FRAMING CONFIGURATION <\/td>\n<\/tr>\n
433<\/td>\nFIGURE R613.5.2 SIP WALL TO CONCRETE SLAB FOR FOUNDATION WALL ATTACHMENT
FIGURE R613.8 TYPICAL SIP CONNECTION DETAILS FOR VERTICAL IN-PLANE JOINTS <\/td>\n<\/tr>\n
434<\/td>\nFIGURE R613.9 SIP CORNER FRAMING DETAIL
TABLE R613.10 MAXIMUM SPANS FOR 11 7\/8-INCH-DEEP SIP HEADERS (feet)a <\/td>\n<\/tr>\n
436<\/td>\nCHAPTER 7 WALL COVERING
SECTION R701 GENERAL
SECTION R702 INTERIOR COVERING
TABLE R702.1(1) THICKNESS OF PLASTER <\/td>\n<\/tr>\n
437<\/td>\nTABLE R702.1(2) GYPSUM PLASTER PROPORTIONSa
TABLE R702.1(3) CEMENT PLASTER PROPORTIONS, PARTS BY VOLUME <\/td>\n<\/tr>\n
438<\/td>\nTABLE R702.3.5 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD <\/td>\n<\/tr>\n
439<\/td>\nTABLE R702.3.7 SHEAR CAPACITY FOR HORIZONTAL WOOD-FRAMED GYPSUM BOARD DIAPHRAGM CEILING ASSEMBLIES <\/td>\n<\/tr>\n
440<\/td>\nTABLE R702.7.1 CLASS III VAPOR RETARDERS
SECTION R703 EXTERIOR COVERING <\/td>\n<\/tr>\n
442<\/td>\nTABLE R703.4 WEATHER-RESISTANT SIDING ATTACHMENT AND MINIMUM THICKNESS <\/td>\n<\/tr>\n
443<\/td>\nTABLE R703.4\u2014continued WEATHER-RESISTANT SIDING ATTACHMENT AND MINIMUM THICKNESS <\/td>\n<\/tr>\n
444<\/td>\nTABLE R703.5.2 MAXIMUM WEATHER EXPOSURE FOR WOOD SHAKES AND SHINGLES ON EXTERIOR WALLSa, b, c <\/td>\n<\/tr>\n
445<\/td>\nFIGURE R703.7 MASONRY VENEER WALL DETAILS <\/td>\n<\/tr>\n
446<\/td>\nFIGURE R703.7\u2014continued MASONRY VENEER WALL DETAILS <\/td>\n<\/tr>\n
447<\/td>\nTABLE R703.7(1) STONE OR MASONRY VENEER LIMITATIONS AND REQUIREMENTS, WOOD OR STEEL FRAMING, SEISMIC DESIGN CATEGORIES A, B AND C
TABLE R703.7(2) STONE OR MASONRY VENEER LIMITATIONS AND REQUIREMENTS, ONE- AND TWO-FAMILY DETACHED DWELLINGS, WOOD FRAMING, SEISMIC DESIGN CATEGORIES D0, D1 AND D2 <\/td>\n<\/tr>\n
448<\/td>\nFIGURE R703.7.2.1 EXTERIOR MASONRY VENEER SUPPORT BY STEEL ANGLES
FIGURE R703.7.2.2 EXTERIOR MASONRY VENEER SUPPORT BY ROOF MEMBERS <\/td>\n<\/tr>\n
449<\/td>\nTABLE R703.7.3.1 ALLOWABLE SPANS FOR LINTELS SUPPORTING MASONRY VENEERa, b, c, d
TABLE R703.7.3.2 HEIGHT OF MASONRY VENEER ABOVE OPENING
FIGURE R703.7.3.2 MASONRY VENEER OPENING <\/td>\n<\/tr>\n
450<\/td>\nTABLE R703.7.4 TIE ATTACHMENT AND AIR SPACE REQUIREMENTS <\/td>\n<\/tr>\n
454<\/td>\nCHAPTER 8 ROOF-CEILING CONSTRUCTION
SECTION R801 GENERAL
SECTION R802 WOOD ROOF FRAMING <\/td>\n<\/tr>\n
456<\/td>\nTABLE R802.4(1) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable attics without storage, live load = 10 psf, L\/\u00ce\u201d = 240) <\/td>\n<\/tr>\n
457<\/td>\nTABLE R802.4(1)\u2014continued CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable attics without storage, live load = 10 psf, L\/\u0394 = 240) <\/td>\n<\/tr>\n
458<\/td>\nTABLE R802.4(2) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable attics with limited storage, live load = 20 psf, L\/\u00ce\u201d = 240) <\/td>\n<\/tr>\n
459<\/td>\nTABLE R802.4(2)\u2014continued CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable attics with limited storage, live load = 20 psf, L\/\u0394 = 240) <\/td>\n<\/tr>\n
460<\/td>\nTABLE R802.5.1(1) RAFTER SPANS FOR COMMON LUMBER SPECIES (Roof live load=20 psf, ceiling not attached to rafters, L\/\u00ce\u201d = 180) <\/td>\n<\/tr>\n
461<\/td>\nTABLE R802.5.1(1)\u2014continued RAFTER SPANS FOR COMMON LUMBER SPECIES (Roof live load=20 psf, ceiling not attached to rafters, L\/\u0394 = 180) <\/td>\n<\/tr>\n
462<\/td>\nTABLE R802.5.1(2) RAFTER SPANS FOR COMMON LUMBER SPECIES (Roof live load=20 psf, ceiling attached to rafters, L\/\u00ce\u201d = 240) <\/td>\n<\/tr>\n
463<\/td>\nTABLE R802.5.1(2)\u2014continued RAFTER SPANS FOR COMMON LUMBER SPECIES (Roof live load=20 psf, ceiling attached to rafters, L\/\u0394 = 240) <\/td>\n<\/tr>\n
464<\/td>\nTABLE R802.5.1(3) RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load=30 psf, ceiling not attached to rafters, L\/\u00ce\u201d = 180) <\/td>\n<\/tr>\n
465<\/td>\nTABLE R802.5.1(3)\u2014continued RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load=30 psf, ceiling not attached to rafters, L\/\u0394 = 180) <\/td>\n<\/tr>\n
466<\/td>\nTABLE R802.5.1(4) RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load=50 psf, ceiling not attached to rafters, L\/\u00ce\u201d = 180) <\/td>\n<\/tr>\n
467<\/td>\nTABLE R802.5.1(4) RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load=50 psf, ceiling not attached to rafters, L\/\u00ce\u201d = 180) <\/td>\n<\/tr>\n
468<\/td>\nTABLE R802.5.1(5) RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load=30 psf, ceiling attached to rafters, L\/\u00ce\u201d = 240) <\/td>\n<\/tr>\n
469<\/td>\nTABLE R802.5.1(5)\u2014continued RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load=30 psf, ceiling attached to rafters, L\/\u0394 = 240) <\/td>\n<\/tr>\n
470<\/td>\nTABLE R802.5.1(6) RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load=50 psf, ceiling attached to rafters, L\/\u00ce\u201d = 240) <\/td>\n<\/tr>\n
471<\/td>\nTABLE R802.5.1(6)\u2014continued RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow load=50 psf, ceiling attached to rafters, L\/\u0394 = 240) <\/td>\n<\/tr>\n
472<\/td>\nTABLE R802.5.1(7) RAFTER SPANS FOR 70 PSF GROUND SNOW LOAD (Ceiling not attached to rafters, L\/\u00ce\u201d = 180) <\/td>\n<\/tr>\n
473<\/td>\nTABLE R802.5.1(7)\u2014continued RAFTER SPANS FOR 70 PSF GROUND SNOW LOAD (Ceiling not attached to rafters, L\/\u0394 = 180) <\/td>\n<\/tr>\n
474<\/td>\nTABLE R802.5.1(8) RAFTER SPANS FOR 70 PSF GROUND SNOW LOAD (Ceiling attached to rafters, L\/\u00ce\u201d = 240) <\/td>\n<\/tr>\n
475<\/td>\nTABLE R802.5.1(8)\u2014continued RAFTER SPANS FOR 70 PSF GROUND SNOW LOAD (Ceiling attached to rafters, L\/\u0394 = 240) <\/td>\n<\/tr>\n
476<\/td>\nTABLE R802.5.1(9) RAFTER\/CEILING JOIST HEEL JOINT CONNECTIONS <\/td>\n<\/tr>\n
477<\/td>\nFIGURE R802.5.1 BRACED RAFTER CONSTRUCTION <\/td>\n<\/tr>\n
478<\/td>\nFIGURE R802.7.1.1 RAFTER NOTCH
FIGURE R802.7.1.2 CEILING JOIST TAPER CUT <\/td>\n<\/tr>\n
480<\/td>\nSECTION R803 ROOF SHEATHING
TABLE R803.1 MINIMUM THICKNESS OF LUMBER ROOF SHEATHING
SECTION R804 STEEL ROOF FRAMING <\/td>\n<\/tr>\n
481<\/td>\nTABLE R802.11 RAFTER OR TRUSS UPLIFT CONNECTION FORCES FROM WIND (POUNDS PER CONNECTION <\/td>\n<\/tr>\n
482<\/td>\nTABLE R802.11\u2014continued RAFTER OR TRUSS UPLIFT CONNECTION FORCES FROM WIND (POUNDS PER CONNECTIO <\/td>\n<\/tr>\n
483<\/td>\nFIGURE R804.1.2 IN-LINE FRAMING
TABLE R804.2(1) LOAD-BEARING COLD-FORMED STEEL MEMBER SIZES
TABLE R804.2(2) MINIMUM THICKNESS OF COLD-FORMED STEEL MEMBERS <\/td>\n<\/tr>\n
484<\/td>\nFIGURE R804.2(1) C-SHAPED SECTION
FIGURE R804.2(2) TRACK S
TABLE R804.2.4 SCREW SUBSTITUTION FACTOR <\/td>\n<\/tr>\n
485<\/td>\nFIGURE R804.2.5.1 WEB HOLES
FIGURE R804.2.5.3 WEB HOLE PATCH <\/td>\n<\/tr>\n
486<\/td>\nFIGURE R804.3 STEEL ROOF CONSTRUCTION <\/td>\n<\/tr>\n
487<\/td>\nTABLE R804.3 ROOF FRAMING FASTENING SCHEDULEa
TABLE R804.3.1.1(1) CEILING JOIST SPANS SINGLE SPANS WITH BEARING STIFFENERS 10 PSF LIVE LOAD (NO ATTIC STORAGE)a, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
488<\/td>\nTABLE R804.3.1.1(2) CEILING JOIST SPANS TWO EQUAL SPANS WITH BEARING STIFFENERS 10 PSF LIVE LOAD (NO ATTIC STORAGE)a, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
489<\/td>\nTABLE R804.3.1.1(3) CEILING JOIST SPANS SINGLE SPANS WITH BEARING STIFFENERS 20 PSF LIVE LOAD (LIMITED ATTIC STORAGE)a, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
490<\/td>\nTABLE R804.3.1.1(4) CEILING JOIST SPANS TWO EQUAL SPANS WITH BEARING STIFFENERS 20 PSF LIVE LOAD (LIMITED ATTIC STORAGE)a, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
491<\/td>\nTABLE R804.3.1.1(5) CEILING JOIST SPANS SINGLE SPANS WITHOUT BEARING STIFFENERS 10 PSF LIVE LOAD (NO ATTIC STORAGE)a, b 33 KSI STEEL <\/td>\n<\/tr>\n
492<\/td>\nTABLE R804.3.1.1(6) CEILING JOIST SPANS TWO EQUAL SPANS WITHOUT BEARING STIFFENERS 10 PSF LIVE LOAD (NO ATTIC STORAGE)a,b 33 KSI STEEL <\/td>\n<\/tr>\n
493<\/td>\nTABLE R804.3.1.1(7) CEILING JOIST SPANS SINGLE SPANS WITHOUT BEARING STIFFENERS 20 PSF LIVE LOAD (LIMITED ATTIC STORAGE)a, b 33 KSI STEEL <\/td>\n<\/tr>\n
494<\/td>\nTABLE R804.3.1.1(8) CEILING JOIST SPANS TWO EQUAL SPANS WITHOUT BEARING STIFFENERS 20 PSF LIVE LOAD (LIMITED ATTIC STORAGE)a, b 33 KSI STEEL <\/td>\n<\/tr>\n
495<\/td>\nTABLE R804.3.1.1(9) NUMBER OF SCREWS REQUIRED FOR CEILING JOIST TO ROOF RAFTER CONNECTIONa
FIGURE R804.3.1.1(1) JOIST TO RAFTER CONNECTION <\/td>\n<\/tr>\n
496<\/td>\nFIGURE R804.3.1.1(2) BEARING STIFFENER
FIGURE R804.3.1.4(1) CEILING JOIST TOP FLANGE BRACING WITH C-SHAPE, TRACK OR COLD-ROLLED CHANNEL <\/td>\n<\/tr>\n
498<\/td>\nFIGURE R804.3.1.4(2) CEILING JOIST TOP FLANGE BRACING WITH CONTINUOUS STEEL STRAP AND BLOCKING
FIGURE R804.3.1.5 SPLICED CEILING JOISTS <\/td>\n<\/tr>\n
499<\/td>\nTABLE R804.3.2.1(1) ROOF RAFTER SPANSa, b, c 33 KSI STEEL <\/td>\n<\/tr>\n
500<\/td>\nTABLE R804.3.2.1(2) ROOF RAFTER SPANSa, b, c 50 KSI STEEL <\/td>\n<\/tr>\n
501<\/td>\nTABLE R804.3.2.1(3) BASIC WIND SPEED TO EQUIVALENT SNOW LOAD CONVERSION
FIGURE R804.3.2.1.2 GABLE ENDWALL OVERHANG DETAILS <\/td>\n<\/tr>\n
502<\/td>\nFIGURE R804.3.2.4 HIP MEMBER OR RIDGE MEMBER CONNECTION
TABLE R804.3.2.4 SCREWS REQUIRED AT EACH LEG OF CLIP ANGLE FOR HIP RAFTER TO HIP MEMBER OR ROOF RAFTER TO RIDGE MEMBER CONNECTIONa <\/td>\n<\/tr>\n
503<\/td>\nTABLE R804.3.3.2 HIP MEMBER SIZES, 33 ksi STEEL
TABLE R804.3.3.3 HIP SUPPORT COLUMN SIZES <\/td>\n<\/tr>\n
505<\/td>\nTABLE R804.3.3.4(1) UPLIFT STRAP CONNECTION REQUIREMENTS HIP SUPPORT COLUMN AT CEILING LINE
FIGURE R804.3.3.4(1) JACK RAFTER CONNECTION AT EAVE <\/td>\n<\/tr>\n
506<\/td>\nTABLE R804.3.3.4(2) CONNECTION REQUIREMENTS HIP MEMBER TO HIP SUPPORT COLUMN
FIGURE R804.3.3.4(2) HIP SUPPORT COLUMN <\/td>\n<\/tr>\n
507<\/td>\nTABLE R804.3.3.4(3) UPLIFT STRAP CONNECTION REQUIREMENTS HIP MEMBER TO WALL
FIGURE R804.3.3.4(3) HIP CONNECTIONS AT RIDGE <\/td>\n<\/tr>\n
508<\/td>\nFIGURE R804.3.3.4(4) HIP CONNECTIONS AT RIDGE AND BOX COLUMN <\/td>\n<\/tr>\n
509<\/td>\nFIGURE R804.3.3.4(5) HIP MEMBER CONNECTION AT WALL CORNER
FIGURE R804.3.6(1) ROOF OR CEILING OPENING <\/td>\n<\/tr>\n
510<\/td>\nFIGURE R804.3.6(2) HEADER TO TRIMMER CONNECTION
TABLE R804.3.8(1) REQUIRED LENGTHS FOR CEILING DIAPHRAGMS AT GABLE ENDWALLS GYPSUM BOARD SHEATHED, CEILING HEIGHT = 8 FEETa, b, c, d, e, f <\/td>\n<\/tr>\n
511<\/td>\nFIGURE R804.3.8(1) CEILING DIAPHRAGM TO GABLE ENDWALL DETAIL
TABLE R804.3.8(2) REQUIRED LENGTHS FOR CEILING DIAPHRAGMS AT GABLE ENDWALLS GYPSUM BOARD SHEATHED CEILING HEIGHT = 9 OR 10 FEETa, b, c, d, e, f <\/td>\n<\/tr>\n
512<\/td>\nFIGURE R804.3.8(2) CEILING DIAPHRAGM TO SIDEWALL DETAIL
TABLE R804.3.8(3) REQUIRED LENGTHS FOR CEILING DIAPHRAGMS AT GABLE ENDWALLS WOOD STRUCTURAL PANEL SHEATHED CEILING HEIGHT = 8, 9 OR 10 FEETa, b, c, d <\/td>\n<\/tr>\n
513<\/td>\nFIGURE R804.3.8(3) ROOF BLOCKING DETAIL
SECTION R805 CEILING FINISHES
SECTION R806 ROOF VENTILATION <\/td>\n<\/tr>\n
514<\/td>\nTABLE R806.5 INSULATION FOR CONDENSATION CONTROL
SECTION R807 ATTIC ACCESS <\/td>\n<\/tr>\n
516<\/td>\nCHAPTER 9 ROOF ASSEMBLIES
SECTION R901 GENERAL
SECTION R902 ROOF CLASSIFICATION
SECTION R903 WEATHER PROTECTION <\/td>\n<\/tr>\n
517<\/td>\nSECTION R904 MATERIALS
SECTION R905 REQUIREMENTS FOR ROOF COVERINGS
TABLE R905.2.4.1(1) CLASSIFICATION OF ASPHALT ROOF SHINGLES PER ASTM D 7158
TABLE R905.2.4.1(2) CLASSIFICATION OF ASPHALT SHINGLES PER ASTM D 3161 <\/td>\n<\/tr>\n
519<\/td>\nTABLE R905.2.8.2 VALLEY LINING MATERIAL <\/td>\n<\/tr>\n
520<\/td>\nTABLE R905.3.7 CLAY AND CONCRETE TILE ATTACHMENT <\/td>\n<\/tr>\n
522<\/td>\nTABLE R905.6.5 SLATE SHINGLE HEADLAP
TABLE R905.7.4 WOOD SHINGLE MATERIAL REQUIREMENTS
TABLE R905.7.5 WOOD SHINGLE WEATHER EXPOSURE AND ROOF SLOPE <\/td>\n<\/tr>\n
523<\/td>\nTABLE R905.8.5 WOOD SHAKE MATERIAL REQUIREMENTS <\/td>\n<\/tr>\n
524<\/td>\nTABLE R905.8.6 WOOD SHAKE WEATHER EXPOSURE AND ROOF SLOPE
TABLE R905.10.3(2) MINIMUM CORROSION RESISTANCE <\/td>\n<\/tr>\n
525<\/td>\nTABLE R905.9.2 BUILT-UP ROOFING MATERIAL STANDARDS
TABLE R905.10.3(1) METAL ROOF COVERING STANDARDS <\/td>\n<\/tr>\n
526<\/td>\nTABLE R905.11.2 MODIFIED BITUMEN ROOFING MATERIAL STANDARDS
TABLE R905.14.3 PROTECTIVE COATING MATERIAL STANDARDS <\/td>\n<\/tr>\n
527<\/td>\nSECTION R906 ROOF INSULATION
TABLE R906.2 MATERIAL STANDARDS FOR ROOF INSULATION
SECTION R907 REROOFING <\/td>\n<\/tr>\n
528<\/td>\nCHAPTER 10 CHIMNEYS AND FIREPLACES
SECTION R1001 MASONRY FIREPLACES <\/td>\n<\/tr>\n
529<\/td>\nTABLE R1001.1 SUMMARY OF REQUIREMENTS FOR MASONRY FIREPLACES AND CHIMNEYS <\/td>\n<\/tr>\n
530<\/td>\nFIGURE R1001.1 FIREPLACE AND CHIMNEY DETAILS <\/td>\n<\/tr>\n
531<\/td>\nFIGURE R1001.11 CLEARANCE FROM COMBUSTIBLES
SECTION R1002 MASONRY HEATERS <\/td>\n<\/tr>\n
532<\/td>\nSECTION R1003 MASONRY CHIMNEYS <\/td>\n<\/tr>\n
534<\/td>\nTABLE R1003.14(1) NET CROSS-SECTIONAL AREA OF ROUND FLUE SIZESa
TABLE R1003.14(2) NET CROSS-SECTIONAL AREA OF SQUARE AND RECTANGULAR FLUE SIZES <\/td>\n<\/tr>\n
535<\/td>\nFIGURE R1003.15.2 FLUE SIZES FOR MASONRY CHIMNEYS <\/td>\n<\/tr>\n
536<\/td>\nFIGURE R1003.18 CLEARANCE FROM COMBUSTIBLES
FIGURE R1003.20 CHIMNEY CRICKET
TABLE R1003.20 CRICKET DIMENSIONS
SECTION R1004 FACTORY-BUILT FIREPLACES <\/td>\n<\/tr>\n
537<\/td>\nSECTION R1005 FACTORY-BUILT CHIMNEYS
SECTION R1006 EXTERIOR AIR SUPPLY <\/td>\n<\/tr>\n
538<\/td>\nCHAPTER 11 [RE] ENERGY EFFICIENCY <\/td>\n<\/tr>\n
540<\/td>\nCHAPTER 12 MECHANICAL ADMINISTRATION <\/td>\n<\/tr>\n
542<\/td>\nCHAPTER 25 PLUMBING ADMINISTRATION <\/td>\n<\/tr>\n
544<\/td>\nSECTION P2904 DWELLING UNIT FIRE SPRINKLER SYSTEMS
TABLE P2904.2.2 LOCATIONS WHERE INTERMEDIATE TEMPERATURE SPRINKLERS ARE REQUIRED <\/td>\n<\/tr>\n
546<\/td>\nFIGURE P2904.2.4.2 MINIMUM ALLOWABLE DISTANCE BETWEEN SPRINKLER AND OBSTRUCTION
EQUATION 29-1 <\/td>\n<\/tr>\n
548<\/td>\nTABLE P2904.6.2(1) WATER SERVICE PRESSURE LOSS (PLsvc)a, b
TABLE P2904.6.2(2) MINIMUM WATER METER PRESSURE LOSS (PLm)a <\/td>\n<\/tr>\n
549<\/td>\nTABLE P2904.6.2(3) ELEVATION LOSS (PLe)
TABLE P2904.6.2(4) ALLOWABLE PIPE LENGTH FOR 3\/4-INCH TYPE M COPPER WATER TUBING <\/td>\n<\/tr>\n
550<\/td>\nTABLE P2904.6.2(5) ALLOWABLE PIPE LENGTH FOR 1-INCH TYPE M COPPER WATER TUBING <\/td>\n<\/tr>\n
551<\/td>\nTABLE P2904.6.2(6) ALLOWABLE PIPE LENGTH FOR 3\/4-INCH CPVC PIPE <\/td>\n<\/tr>\n
552<\/td>\nTABLE P2904.6.2(7) ALLOWABLE PIPE LENGTH FOR 1-INCH CPVC PIPE <\/td>\n<\/tr>\n
553<\/td>\nTABLE P2904.6.2(8) ALLOWABLE PIPE LENGTH FOR 3\/4-INCH PEX AND PE-RT TUBING <\/td>\n<\/tr>\n
554<\/td>\nTABLE P2904.6.2(9) ALLOWABLE PIPE LENGTH FOR 1-INCH PEX AND PE-RT TUBING <\/td>\n<\/tr>\n
556<\/td>\nCHAPTER 34 GENERAL REQUIREMENTS <\/td>\n<\/tr>\n
558<\/td>\nCHAPTER 44 REFERENCED STANDARDS
AAMA
ACI
ACCA <\/td>\n<\/tr>\n
559<\/td>\nAFPA
AISI
AITC
ANSI <\/td>\n<\/tr>\n
560<\/td>\nAPA <\/td>\n<\/tr>\n
561<\/td>\nAPSP
ASCE\/SEI
ASHRAE
ASME <\/td>\n<\/tr>\n
563<\/td>\nASSE
ASTM <\/td>\n<\/tr>\n
572<\/td>\nAWPA
AWS
AWWA
CGSB <\/td>\n<\/tr>\n
573<\/td>\nCISPI
CPA
CPSC
CSA <\/td>\n<\/tr>\n
575<\/td>\nCSSB
DASMA
DOC
DOTn
FEMA <\/td>\n<\/tr>\n
576<\/td>\nFM
GA
HPVA
HVI
ICC <\/td>\n<\/tr>\n
577<\/td>\nISO
MSS
NAIMA
NCMA
NFPA <\/td>\n<\/tr>\n
578<\/td>\nNSF
PCA
SBCA
SMACNA <\/td>\n<\/tr>\n
579<\/td>\nTMS
TPI
UL <\/td>\n<\/tr>\n
580<\/td>\nULC <\/td>\n<\/tr>\n
581<\/td>\nUS-FTC
WDMA <\/td>\n<\/tr>\n
582<\/td>\nAPPENDIX K SOUND TRANSMISSION
SECTION AK101 GENERAL
SECTION AK102 AIR-BORNE SOUND
SECTION AK103 STRUCTURAL-BORNE SOUND
SECTION AK104 REFERENCED STANDARDS <\/td>\n<\/tr>\n
584<\/td>\nAPPENDIX L PERMIT FEES <\/td>\n<\/tr>\n
586<\/td>\nINDEX <\/td>\n<\/tr>\n
594<\/td>\nNEW TOOLS FOR YOUR RESIDENTIAL CODE <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

Minnesota Residential 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>\n2015<\/td>\n595<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":139788,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2717],"product_tag":[],"class_list":{"0":"post-139787","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\/139787","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\/139788"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=139787"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=139787"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=139787"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}