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HomeMy WebLinkAbout01302006 BSC Agenda Item 1 • a Draft amendment of the Technical Codes Schedule regarding structural framing and related elements revised 1-14-06 Technical Codes Schedule Adoption. Subject to the amendments and deletions indicated beneath each code, each of the following codes, including all of its published appendices and attachments, is adopted, ordained and made a part of the Code of Ordinances of the City and of each chapter where it is referenced, except as otherwise expressly provided. Procedure for amendments,etc. The procedure for adopting new codes, updated codes, local amendments and provisions for administration and enforcement of these codes is as follows: (1)proposal by the building official or other appropriate City official, (2)referral to the Building&Standards Commission, (3)consideration by the City Council, after giving required meeting notices, and(4)adoption and publication, as required by Article II of the City Charter. International Building Code, 2003 Ed., International Code Council, Inc. * * * 5. A.) All walls and ceilings within a R-1, R-2, R-3 and R-4 type occupancy shall be sheathed with Type X gypsum board at least 5/8-inch(15.9 mm) thick. Exception: Where this code (IBC, IRC) requires otherwise for moisture protection. B.) Structural Elements; Engineering, Etc. (1) The structural elements for the following must meet the criteria in this section, as applicable: (a) each new building(and each addition to an existing building) containing habitable space and having either a gross floor area of 485 square feet or more or a floor higher than four feet; and (b) each accessible deck, porch, balcony, walkway and similar structure with a finished floor height greater than four feet. [Note: Unless otherwise defined, "height" is measured from the "standard base level"as provided in the Zoning Ordinance.] (2) This section does not apply to foundation elements observed and certified under Page 1 another section. (3) In this section: "A2LA Lab"means a laboratory accredited by the American Association for Laboratory Accreditation on the basis of ISO/IEC 17025:1999 ("general requirements for the competence of testing and calibration laboratories"). "RLPE"means a licensed or registered professional engineer of the State of Texas who is: (a) listed with the State Board of Professional Engineers in either the civil or structural branch of engineering(but, from and after May 1, 2006, listing in the structural branch is required); (b) employed by a registered engineering firm of the State of Texas; and (c) covered by professional errors and omissions insurance that: (i) has limits of at least $250,000 per claim (and at least $500,000 per year, aggregate) and (ii) has effective dates—including any retroactive coverage date—that include the entire period when the person provides services or takes actions regulated by this section. C. Engineering; Plans &Specifications. Structural elements must be constructed in accordance with complete plans and specifications prepared, signed and sealed by a RLPE. The plans and specifications must be prepared specifically for the structure in question, and they must meet criteria as to scope, content and form specified by the building official. D. Certain Requirements. (1) Framing; Sheathing. All framing must include full exterior sheathing with structural elements (or blocking) along all joints. The plans must indicate the type, size and spacing of fasteners. All sheathing must be minimum 7/16" structural wood panels. (2) Trusses, Joists, Etc. (a) The species and grade of all lumber used for trusses,joists, purlins, purlin supports or similar elements must be specified in the plans. Page 2 • I (b) The length, spacing and direction of trusses and joists must be specified in the plans. (c) Each manufactured wood truss must comply with applicable requirements of the "National Design Standard For Metal Plate Connected Wood Truss Construction"published by Truss Plate Institute (TPI), 1- 2000 Ed. E. Observation & Certification. Structural elements must be professionally observed and must be certified by an RLPE, as more fully described below: (1) Observations must: (a) be performed either by the certifying RLPE or by one or more persons under that RLPE's direct supervision and control whose professional qualifications are approved by the RLPE, (b) include actual observation of structural elements and attachments in crawl spaces before they are covered by floors or other materials, (c) include actual observations of each beam,joist, rafter, truss and similar element, including each related weld and high-strength bolt: (i) after all required plumbing, electrical and mechanical "rough-in"inspections have been passed and all expected"notching,"boring and similar work has been done, and(ii) before the item is covered, and (d) be documented in a form and manner approved by the building official (which may include photographs). (2) Certifications must: (a) refer to and be based upon the professional observations required by this section, (b) state that the portions of the work required to be observed comply with the plans and specifications last approved by the building official (with any field changes that are ordered by the RLPE, reported to the building official and in compliance with applicable regulations), (c) comply with criteria as to form and content as may be specified by the building official, (d) be signed and sealed by the certifying RLPE, and Page 3 I (e) be filed with the building official. (3) Certifications may rely in part upon attached certifications by: (i) an A2LA Lab, as to materials testing, and (ii) an inspector certified by the City of Houston, as to welds or high-strength bolts (see, also, Section 1704.3.3 of the 1BC). Before any a beam,joist, rafter, truss, weld, high-strength bolt or similar element is covered: (i) all required city inspections relating to that element must be passed, and (ii) the permittee must obtain written acknowledgment from the building official that the certification for that element was duly filed as required above. For any given building, there may be more than one certification filed. After a beam,joist, rafter, truss, weld, high-strength bolt or similar element has been observed and certified, as provided above, it may not be notched, bored or structurally altered without: (i) a new or amended permit, if required, and (ii) a new observation and certification, in accordance with this section. Certifications, plans, specifications and related items may be kept on file by the City, for public inspection, for an indefinite period of time. F. Special Exceptions. The BSC may issue a special exception from any requirement in subsection "a"through"c," above,but only upon a showing that: (1) the requirement will not affect life safety or the performance of a structure (for its estimated useful life); or (2) an alternate requirement to be imposed by the special exception will provide equal or better protection for life safety and long-term structural performance. In connection with any such special exception, the BSC may require that the applicant provide supporting engineering data and opinion, and the BSC may impose conditions to carry out the purpose and intent of applicable regulations. Page 4 S i \forms\BDF-302(11-05) FRAMING CERTIFICATE Unless otherwise indicated,word and phrases used in this document have the same meanings as in The Technical Codes Schedule of the Code of Ordinances("Foundation Ordinance')of the City of West University Place, Texas("City'). Subject: New structural frame built at the site described below("New Structural Frame") Address of site: Legal description of the site: Building Permit No: Permittee: CERTIFICATION: By signing below, I certify as follows(check applicable sections): ( ) I am an"RLPE"as defined in the Structural Framing Ordinance. [°°RILE"means a licensed or registered professional engineer of the State of Texas who is:(1)listed with the State Board of Professional Engineers in either the civil or structural branch of engineering(but,from and after May 1,2006,listing in the structural branch is required);(2)employed by a registered engineering firm of the State of Texas;and(3)(unless waived by the BSC...)covered by professional errors and omissions insurance that:(i) has limits of at least$250,000 per claim(and at least$500,000 per year,aggregate) and(ii)has effective dates—including any retroactive coverage date—that include the entire period when the person provides services or takes actions regulated by this section.] ( ) Observations of the New Structural Frame: ( ) were performed either by me or by one or more persons under my direct supervision and control whose professional qualifications were approved by me; ( ) included actual observations of structural elements and attachments in crawl spaces before they are covered by floors or other materials. ( ) include actual observations of each beam,joist,rafter,truss and similar element,including each related weld and high-strength bolt: a) after all required plumbing, electrical and mechanical"rough-in"inspections have been passed and all expected notching,boring, and similar work has been done, and b) before the item is covered. ( ) were documented in a form and manner approved by the building official of the City. ( ) Referring to and based upon the professional observations described above,the New Structural Frame complies with the plans and specifications last approved by the building official (with any field changes that were ordered by me and reported to the building official and that comply with applicable regulations). ( ) This certification does not rely upon any other certification, except as indicated below: optional, with attachment( ) This certification relies in part upon an attached certification by an A2LA Lab,as to materials testing. optional, with attachment( ) This certification relies in part upon an attached certification by an inspector certified by the City of Houston, as to welds or high-strength bolts. Name of certifying RLPE(printed): Date signed: Employed by(name of registered engineering firm): Signature of RLPE: Texas Registration Number: (SEAL)must be legible ACKNOWLEDGMENT OF FILING.The building official of the City acknowledges that this certification was duly filed as required by the Structural Framing Ordinance. By: Date acknowledged: • • International Residential Code,-2000 2003 edition,International Code Council,Inc. 1. The administrative officer is the building official. All hearings,variances etc. are handled by the BSC. 2. This code,in lieu of the other"International Codes,"applies to all residential structures in the City. "Residential"means having the character of a detached one-family or two-family dwelling that is not more than three stories high with separate means of egress,including the accessory structures of the dwelling. This code does not apply to: (i)any dwelling that has a common means of egress, such as a common hallway,or(ii)any dwelling or structure that has the character of a facility used for accommodation of transient guests or a structure in which medical,rehabilitative,or assisted living services are provided in connection with the occupancy of the structure. 3. All amendments and deletions to the other"International Codes"adopted by this Schedule are also carried forward and adopted as amendments and deletions from the International Residential Code. 4. Delete:Appendices RAF(Radon Control Methods),RAI(Private Sewage Disposal),and RAE (Manufactured Housing Used as Dwellings). 5. This code does not apply to installation and maintenance of electrical wiring and related components. See National Electrical Code,below. 6. In Section R101.1 Insert"The City of West University Place"for the name of the jurisdiction. 7. In Section R301.2 Insert the following Table: TABLE R301.2(1). CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND SNOW LOAD:O AIR FREEZING INDEX: 50 BF DAYS WIND SPEED(MPH): 110 MEAN ANNUAL TEMP:68 DEG F SEISMIC DESIGN CATEGORY:A SUBJECT TO DAMAGE FROM: WINTER DESIGN TEMPERATURE:32 DEGREES F WEATHERING:NEGLIGIBLE ICE SHIELD UNDERLAYMENT:NOT REQUIRED FROST LINE: 6" FLOOD HAZARDS:MAP EFFECTIVE DATE, TERMITE: VERY HEAVY APRIL 2000 DECAY: MOD TO SEVERE 8. In Section P2603.6.1 insert 12"for minimum depth of cover for a sewer line. 9. In Section P3103.1 insert 12"for a minimum height above the roofline for a vent termination. (BOCA)National Building Code, 1996 Ed.,Building Officials&Code Administrators International, Inc. Only Sections 3108(Radio And Television Towers)and 3109(Radio And Television Antennas), together with any necessary definitions or interpretative aids,are adopted. See Subchapter G of Chapter 6 of this Code. National Electrical Code,2002 edition,National Fire Protection Association,("NEC") 1.The administrative officer is the building official. All hearings,variances etc.are handled by the BSC. 2.See Chapter 8 of this Code for various provisions which override or supplement the NEC. I , , • International Property Maintenance Code,2003 Ed.,International Code Council,Inc. 1.The administrative officer is the building official. All hearings,variances etc.are handled by the BSC. CHARTER AND ORDINANCES, City of West University Place, Texas November 22,2005 Page S-6 • 0 BUILDING PLANNING 23° A 7 22° /(21-:( 7/. 21° EXPLANATION G1 SEISMIC DESIGN 20° — %g CATEGORY �� a sS E 117 -rL. .;:" r t?i D2 r Y sr,fir;, D1 -i�` 50 33 - C 19 B 17 A r A 0 SUPPLEMENTAL CONTOUR(40%g) 18° I 1 161° 160° 159° 158° 157° 156° 155° 154° 50 0 50 100 MILES 1--4 H 1--I I -j Prepared by U.S.Geological Survey SCALE 1:3,500,000 REFERENCES Digital data prepared with ARC/INFO 7.1.1 U.S.Geological Survey National Seismic-Hazard Mapping Project,1998 running under Solaris 2.5 on a UNIX workstation Hawaii Seismic-Hazard Maps: Documentation:U.S.Geological Survey Open-File Report,in progress. Albers Equal-Area Conic Projection Standard parallels 8°N and 18°N U.S.Geological Survey National Seismic-Hazard Mapping Project,1998, Central Meridian 157.5°W Seismic-Hazard Maps of Hawaii:U.S.Geological Survey Open-File Report,6 sheet,scale 1:2,000,000,in progress. For SI: 1 mile=1.61 km. 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Values are nominal design 3-second gust wind speeds in miles per hour at 33 feet above ground for Exposure C category. b. Linear interpolation between wind contours is permitted. c. Islands and coastal areas outside the last contour shall use the last wind speed contour of the coastal area. d. Mountainous terrain,gorges,ocean promontories,and special wind regions shall be examined for unusual wind conditions. 2003 INTERNATIONAL RESIDENTIAL CODE® 31 BUILDING PLANNING • • • liriV 90 100 941414".46° 40.44At. 1 110 4,k,,,) ft .,0s i * 4 a 120 4111111 ', t.�:� � � , �l���.�1 ::'" Special Wind Region 111 0110104$ 41 .6,fiA OVA" 44t4P4A iigesi r %,, �% are refINPriltett flit* sr .frolibt. ' Itals7-4rptitip4/641-414*. eittliglublardsto Otauti.1,96.1110 , [B]FIGURE R301.2(4)—continued BASIC WIND SPEEDS FOR 50-YEAR MEAN RECURRENCE INTERVAL (continued) For SI: 1 foot=304.8 mm,1 mile per hour=0.447 m/s. a. Values are nominal design 3-second gust wind speeds in miles per hour at 33 feet above ground for Exposure C category. b. Linear interpolation between wind contours is permitted. c. Islands and coastal areas outside the last contour shall use the last wind speed contour of the coastal area. d. Mountainous terrain,gorges,ocean promontories,and special wind regions shall be examined for unusual wind conditions. 32 2003 INTERNATIONAL RESIDENTIAL CODES • • BUILDING PLANNING • A(100 50 IP' „�°o o0 ■� -r , 80 4. 100 (700) ao (900)�90 `/ •4 op)• 70 50 y(loon) •0�- 4 • 70 ,�;Ai �, _70 80'+ (gip) o�l�ii�' f ,�{�����? 1;100) PIPIP*�■ �1% � • ; (1 ;') Aug �9%1�1�'11•_•,:ok (900) ollirfloymilir 461 ft::01!r- ItrIONIN��:r�il�; `�R��■� \�r!lr � C8 �,(80p) >00 1trAt � .25 7.fiti i11■11■� t� l r.►P..3r36 t cs y.: . ,y titit■s l•i1■�■rAa ri�4A11 X41 r'�• 114111 ' (1200)�,��As��, ) 1 25 .1 IPSIII MIllyt•dwaram,�winiti lIk4 ■tile* 2s za ���+i4-1(neasips r Ill a■1 lilt ring ilk I r■■■k.■■I�'A,+r,c: •I! es t A«x,APE (1.6216 leek N rllfirt*i t; /mil g tAk(�3),t"4AFot �'' ' 1rr °ur409110 7�!■i>•irli1al"44,r�'�,'►r 1 i�i r. `•.: 7 M■■1 t■ rhalli AMOSI` /€101` ,4 .-(2500)%k 44,,1 iiit ilr r■iri�.. ..IL-•il tr�tt�t !, o,►�. �►/ ':. 'n ! ei . u .�-44...,10> 61200) 1s �ir441 ,,. ��''1 0 �. �M�.'1■t+! �i Aritslio #Ariner -4 1.-- �*:v► v�/t�,tritur Asti 1111"111160.%soldstmovorgereadwook iii. ir„ tram r RATIO, ; �� � r r i V!�►l>1 A3 -. r� pew mallhiii...—40111,1.41._ 0 �1.1.►� I►�_s-mot ailtripthorgo*Alm"ralsistrolikedrair01 op o pshall oslar ZERO 411.0%,�%,♦' j 4iiP!!ZE d'it'r•- Ai '�41044� Iris, � .r . %� 0' slams i 1t For SI: 1 foot=304.8 mm, 1 pound per square foot=0.0479 kN/m2 [B]FIGURE R301.2(5)—continued GROUND SNOW LOADS,P9,FOR THE UNITED STATES(Ib/ft2) 2003 INTERNATIONAL RESIDENTIAL CODE® 35 BUILDING PLANNING • • *It A ..... l,aalAk ik Alai .•,o.v.4.,i4litr wilitip.,5:::v4 ..:.,.........4.::::,.:::...,..„. • *it.:::::: ......."............" ..........„.„...„: • „:::0, ............. :::iii::::ii:;:i:::i::::.::::::::::::, .... ..• , ft.:::0S. .. .......... ................. .1k..a'.0•'30,::,:.0.n., ............................................................. .............. ............................................. ............................................................. ....................................................................................................................... ..................................................... ............................................................ ........................................................... --""--"'"'"""--•--""--"'" ib, ii . to 0 — 0 a —ct >, to 03 -° Cri 0 1=1 •re 1.9 G a: cd 2 C.1 Z '''' CC 0 E 111 re r-- g .....4 ,.= —1-- iglu. , ) _... %.. . .. . ....... ....... ....,..:,...,...,..,......:.... .i..:.;i:1;i:...i. .............. ............ .... 1,4 ............... ............... ............... ............... ............... .............. ,.„....„...„..._. ...... ..... .... 1.• 11, ..±''...l.:i.::::;,iiii4ii0 miFg i 11 cc w § , . . .... ....,................................................................. ,.::,:'.?..,?..-5:::::::::;:::,::::'::::::::,:.-::::::.--.,,,...:',I,•.,-."-_,:::_,::"..:,...,:;*i:i..;:i..i..:*,:;:::,...,,:::::::::"...::::::,.:::::::::::::0::,;;;i:::::::::::::::'• I.- a 1.1J a >, iLti:::::::::T::::::]:,::::::::: :::::::::::]::',:::::::::]::::::::::::::-:::::::::::::::::::::::::::::;::::::::i:i:iii:ig::::::::::::::•:::::::::::::::::::::::::::::::::::::::::::::::::iii** i w 1- i a P .. .. ................. .........,..........,............ . . „ ................... ........................ . . .. . ...................... ....................... ....................... ....................... . . . ...................... ......................, ...................... ....................... . . . .„.....„...„.„.„....,...............w.„...„.....,„.....„...._, .. ...................... .. , . ........ .,..,......::::::::,::::::::::::::::::::::::::::::::::::::::„......•.• >,....,.,:::,.....,.., .: 40*. v ...:1; g.,,...Q.,:6.m. 4.k04.,:g: >- 0 0 0 I— 2 7., UJ flu ' o .! •— -to = o -E 0 3 1::::.'',.•cal'iti,1,0:*''''"" E 2 a a cl '1,E) ,s 0 E to = ..., ■.= 0 — cli E-4 0 Z 36 2003 INTERNATIONAL RESIDENTIAL CODE® • BUILDING PLANNING ' '4'17) IIIIIIII.„ s4 140 ............., .4441 F:4-;;Nitk,...., .410,„ 4 , ..... ..5.:::........„ luipm,-- 1410 {y4. 4M : 3u! c °IW' . ;‘ ci ill"' c bA i w 2 a m N ro J • G m ch c 2 m c7 ccO ma > LLQ U w • o 1111111 0 iir p W E W ariAr ccar u W �- >, O p E W F to 0 ¢ O O v tilir"-t. •:*** .... . . ..:...: . 2 0) z0 u a c 0 E X 2 a a cu E' w N al _G CA W O z 2003 INTERNATIONAL RESIDENTIAL CODE® H 37 • • BUILDING PLANNING l 1a I. al. co 0,__0____ 0 _0 t 0 h 1 O O O '0 Alil 0; h 1 0 6 0 os10° 0 0 - N- O 0 --0-1® GABLE ROOFS WALLS 0 < 10° ia4 fatal dal_ ,Ia[, eo c 0, O _)0 _0_®} cot ©' O ' , 0 , 0 0 0® 0 ® MI h 0 0 ;O®; 0 ® n / I 10° < 0 <_ 45° 00, .s' 10° < 0 <_ 30° m1 -O O r0 Or-OzO m} O. 0 GABLE ROOFS I4If a 10° < 0 <_ 45° HIP ROOFS 10° < 0 <_ 30° For SI: 1 foot=304.8 mm,1 degree=0.009 rad. NOTE:a=4 feet in all cases FIGURE R301.2(8) COMPONENT AND CLADDING PRESSURE ZONES 38 2003 INTERNATIONAL RESIDENTIAL CODES le • BUILDING PLANNING ,- ///) TABLE 8301.2.1.2 WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULE sumed unless the site meets the definition of an- FOR WOOD STRUCTURAL PANELS''''' other type exposure. FASTENER SPACING 3. Exposure C. Open terrain with scattered obstruc- atoot 6 foot tions,including surface undulations or other irreg- FASTENER Panel span <panel span <panel span ularities,having heights generally less than 30 feet TYPE <4 foot <6 foot <8 foot (9144 mm) extending more than 1,500 feet(457 21/2"#6 16" 12" g�� m)from the building site in any quadrant.This ex- Wood screws posure shall also apply to any building located 21/"#8 within Exposure B type terrain where the building Wood screws 16" 16" 12" is directly adjacent to open areas of Exposure C For SI: 1 inch=25.4 mm,1 foot=304.8 mm,1 pound=0.454 kg, type terrain in any quadrant for a distance of more 1 mile per hour=1.609 km/h. than 600 feet(183 m).This category includes flat a. This table is based on 130 mph wind speeds and a 33-foot mean roof height. open country, grasslands and shorelines in hurri- b. Fasteners shall be installed at opposing ends of the wood structural panel. cane prone regions. c. Where screws are attached to masonry or masonry/stucco,they shall be at- 4. Exposure D. Flat, unobstructed areas exposed to tached utilizing vibration-resistant anchors having a minimum ultimate wind flowing over open water (excluding shore- withdrawal capacity of 490 pounds. lines in hurricane prone regions)for a distance of at R301.2.1.3 Wind speed conversion. When referenced least 1 mile (1.61 km). Shorelines in Exposure D documents are based on fastest mile wind speeds, the include inland waterways, the Great Lakes and three second gust wind velocities of Figure R301.2(4) coastal areas of California, Oregon, Washington shall be converted to fastest mile wind velocities using and Alaska. This exposure shall apply only to Table R301.2.1.3. those buildings and other structures exposed to the R301.2.1.4 Exposure category.For each wind direction wind coming from over the water.Exposure D ex considered,an exposure category that adequately reflects tends inland from the shoreline a distance of 1,500 the characteristics of ground surface irregularities shall feet(457 m)or 10 times the height of the building be determined for the site at which the building or struc or structure,whichever is greater. ture is to be constructed.For a site located in the transi- Seismic provisions. The seismic provisions of tion zone between categories, the category resulting in this code shall apply to buildings constructed in Seismic De- De- the largest wind forces shall apply. Account shall be sign Categories g C,D1,and D2,as determined in accordance taken of variations in ground surface roughness that arise with this section.Buildings in Seismic Design Category E from natural topography and vegetation as well as from shall be designed in accordance with the International constructed features. For any given wind direction, the Building Code,except when the Seismic Design Category is exposure in which a specific building or other structure is reclassified to a lower Seismic Design Category in accor- sited shall be assessed as being one of the following cate- dance with Section R301.2.2.1. gories: 1. Exposure A.Large city centers with at least 50 per- Exception:Detached one-and two-family dwellings lo- cent of the buildings having a height in excess of 70 Gated in Seismic Design Category C are exempt from the feet (21 336 mm). Use of this exposure category seismic requirements of this code. shall be limited to those areas for which terrain rep- The weight and irregularity limitations of Section resentative of Exposure A prevails in the upwind R301.2.2.2 shall apply to buildings in all Seismic Design direction for a distance of at least 0.5 mile(0.8 km) Categories regulated by the seismic provision of this code. or 10 times the height of the building or other struc- Buildings in Seismic Design Category C shall be con- ture,whichever is greater.Possible channeling of structed in accordance with the additional requirements of fects or increased velocity pressures due to the Sections R301.2.2.3.Buildings in Seismic Design Catego- building or structure being located in the wake of ries D, and D2 shall be constructed in accordance with the adjacent buildings shall be taken into account. additional requirements of Section 8301.2.2.4. 2. Exposure B. Urban and suburban areas, wooded areas, or other terrain with numerous closely R301.2.2.1 Determination of seismic design category. spaced obstructions having the size of sinlge-fam- Buildings shall be assigned a Seismic Design Category ily dwellings or larger. Exposure B shall be as- in accordance with Figure 301.2(2). TABLE R301.2.1.3 EQUIVALENT BASIC WIND SPEEDS' 1. 3-second gust 85 90 100 105 110 120 125 130 140 145 150 160 170 :_- Fastest mile 70 75 80 85 90 100 105 110 120 125 130 140 150 For SI: 1 mile per hour=1.609 km/h. .r a. Linear interpolation is permitted. 2003 INTERNATIONAL RESIDENTIAL CODE® 39 • • BUILDING PLANNING R301.2.2.1.1 Alternate determination of seismic R301.2.2.2 Seismic limitations. The following limita- design category.The Seismic Design Categories and tions apply to buildings in all Seismic Design Categories corresponding Short Period Design Spectral Re- regulated by the seismic provisions of this code. sponse Accelerations,Sips shown in Figure R301.2(2) are based on soil Site Class D, as defined in Section R301.2.2.2.1 Weights of materials. Average dead 1615.1.1 of the International Building Code. If soil loads shall not exceed 15 psf (0.72 kN/m2) for conditions are other than Site Class D,the Short Pe- roofs/ceiling assemblies or 10 psf (0.48 kN/m2) for hod Design Spectral Response Acceleration,SDS,for floor assemblies,except as further limited by Section a site can be determined according to Section 1615.1 R301.2.2.Dead loads for walls above grade shall not of the International Building Code. The value of SDS exceed: determined according to Section 1615.1 of the Inter- 1. Fifteen psf (0.72 kN/m2) for exterior national Building Code is permitted to be used to set light-frame wood walls. the Seismic Design Category according to Table 2. Fourteen psf (0.67 kN/m2) for exterior R301.2.2.1.1,and to interpolate between values in Ta- light-frame cold-formed steel walls. bles R602.10.1,R603.7,and other seismic design re- quirements of this code. 3. Ten psf (0.48 kN/m2) for interior light-frame wood walls. TABLE R301.2.2.1.1 4. Five psf(0.24 kN/m2) for interior light-frame SEISMIC DESIGN CATEGORY DETERMINATION cold formed steel walls. CALCULATED Sos SEISMIC DESIGN CATEGORY 5. Eighty psf(3.83 kN/m2) for 8-inch-thick(203 SDS<_0.17g A mm)masonry walls. 0.17g<SDs<_ 0.33g B 6. Eighty-five psf (4.07 kN/m2) for 6-inch-thick 0.33g<SDS S 0.50g C (152 mm)concrete walls. Exception:Roof/ceiling dead loads not exceeding 0.50g<SDS<_0.83g DI 25 psf(1.19 kN/m2) shall be permitted provided 0.83g<SDS<_1.17g D2 the wall bracing amounts in Chapter 6 are in- 1.17g<SD, E creased in accordance with Table R301.2.2.2.1. 411, TABLE R301.2.2.2.1 WALL BRACING ADJUSTMENT FACTORS BY R301.2.2.1.2 Alternative determination of Seismic ROOF COVERING DEAD LOAD' Design Category E. Buildings located in Seismic ROOF/CEILING ROOF/CEILING Design Category E in accordance with Figure DEAD LOAD DEAD LOAD R301.2(2)are permitted to be reclassified as being in WALL SUPPORTING 15 psf or less _ 25 psf Seismic Design Category D2 provided one of the fol- Roof only 1.0 1.2 lowing is done: Y 1. A more detailed evaluation of the Seismic De Roof plus one story 1.0 1.1 - sign Category is made in accordance with the For SI: 1 pound per square foot=0.049 kN/m2. provisions and maps of the International Build- a. Linear interpolation shall be permitted. ing Code.Buildings located in Seismic Design Category E per Table R301.2.2.1.1,but located R301.2.2.2.2 Irregular buildings. Concrete con- in Seismic Design Category D per the Intern- struction complying with Section R611 or R612 and tional Building Code, may be designed using conventional light-frame construction shall not be the Seismic Design Category D2 requirements used in irregular portions of structures in Seismic De- of this code. sign Categories C,Dt and D2.Only such irregular por- 2. Buildings located in Seismic Design Category tions of structures shall be designed in accordance E that conform to the following additional re- with accepted engineering practice to the extent such strictions are permitted to be constructed in ac- irregular features affect the performance of the con- cordance with the provisions for Seismic ventional framing system. A portion of a building Design Category D2 of this code: shall be considered to be irregular when one or more 2.1. All exterior shear wall lines or braced of the following conditions occur: wall panels are in one plane vertically 1. When exterior shear wall lines or braced wall from the foundation to the uppermost panels are not in one plane vertically from the story. foundation to the uppermost story in which they 2.2. Floors shall not cantilever past the exte- are required. w rior walls. Exception:For wood light-frame construc- 2.3. The building is within all of the require- tion,floors with cantilevers or setbacks not ments of Section R301.2.2.2.2 for being exceeding four times the nominal depth of considered as regular. the wood floor joists are permitted to support 40 2003 INTERNATIONAL RESIDENTIAL CODE® • BUILDING PLANNING • braced wall panels that are out of plane with 3. Not less than 2-2x12 or 3-2x10 for an I braced wall panels below provided that: opening not more than 6 feet in width or 1. Floor joists are nominal 2 inches by 10 4. Not less than 3-2x12 or 4-2x10 for an inches (51 mm by 254 mm) or larger opening not more than 8 feet in width and spaced not more than 16 inches and (406 mm)on center. 5. The entire length of the braced wall 2. The ratio of the back span to the canti- panel shall not occur over an opening lever is at least 2 to 1. in the wall below. 3. Floor joists at ends of braced wall pan- 4. When an opening in a floor or roof exceeds the els are doubled. lesser of 12 feet(3657 mm)or 50 percent of the 4. For wood-frame construction, a con- least floor or roof dimension. tinuous rim joist is connected to ends 5. When portions of a floor level are vertically off- of all cantilever joists. When spliced, set. the rim joists shall be spliced using a Exceptions: galvanized metal tie not less than 0.058 inch (1.47 mm) (16 gage) and 1. Framing supported directly by contin- 1'/2 inches (38 mm) wide fastened uous foundations at the perimeter of with six 16d nails on each side of the the building. splice or a block of the same size as the 2. For wood light-frame construction, rim joist of sufficient length to fit se- floors shall be permitted to be verti- curely between the joist space at cally offset when the floor framing is which the splice occurs fastened with lapped or tied together as required by eight 16d nails on each side of the Section R502.6.1. splice;and 6. When shear walls and braced wall lines do not 5. Gravity loads carried at the end of can- occur in two perpendicular directions. tilevered joists are limited to uniform 7. When stories above grade partially or com- wall and roof load and the reactions pletely braced by wood wall framing in accor- dance with Section R602 or steel wall framing (2438 mm)or less. in accordance with Section R603 include ma- 2. When a section of floor or roof is not laterally sonry or concrete construction. supported by shear walls or braced wall lines on Exception: Fireplaces, chimneys, and ma- all edges. sonry veneer as permitted by this code. Exception: Portions of floors that do not When this irregularity applies, the entire support shear walls or braced wall panels story shall be designed in accordance with above,or roofs,shall be permitted to extend accepted engineering practice. no more than 6 feet (1829 mm) beyond a shear wall or braced wall line. R301.2.2.3 Seismic Design Category C.Structures as- signed to Seismic Design Category C shall conform to 3. When the end of a braced wall panel occurs over an opening in the wall below and ends at a hori the requirements of this section. zontal distance greater than 1 foot (305 mm) R301.2.2.3.1 Anchored stone and masonry veneer. from the edge of the opening.This provision is Anchored stone and masonry veneer shall be limited applicable to shear walls and braced wall panels to the first story above grade and shall not exceed 5 offset in plane and to braced wall panels offset inches(127 mm)in thickness. out of plane as permitted by the exception to Item 1 above. Exception: In Seismic Design Category C, an- Exception:For wood light-frame wall con- struction, chored stone and masonry veneer not exceeding 5 do one end of a braced wall panel inches(127 mm)in thickness shall be permitted to shall be permitted to extend more than 1 foot the height allowed in Section R703.7.In other than (305 mm)over an opening of not more than the topmost story,the length of wall bracing shall eight feet(2438 mm)in width in the wall be- be 1.5 times the length otherwise required in Table low provided that the opening includes a R602.10.1. header in accordance with the following: R301.2.2.3.2 Masonry construction.Masonry con- 1. The building width, loading condi- struction shall comply with the requirements of Sec- tion, and member species limitations tion R606.11.2. of Table R502.5(1)shall apply and R301.2.2.3.3 Concrete construction.Concrete con- 2. Not less than 1-2x12 or 2-2x10 for an struction shall comply with the requirements of Sec- opening not more than 6 feet in width or tion R611 or R612. 2003 INTERNATIONAL RESIDENTIAL CODE® 41 BUILDING PLANNING • • R301.2.2.4 Seismic Design Categories Dl and D2. signed and constructed as stipulated in the International Structures assigned to Seismic Design Categories D,and Building Code. D2 shall conform to the requirements for Seismic Design Category C and the additional requirements of this sec- R301.3 Story height. Buildings constructed in accordance tion. with these provisions shall be limited to story heights of not R301.2.2.4.1 Height limitations. Wood framed more than the following: buildings shall be limited to three stories above grade 1. For wood wall framing,the laterally unsupported bearing or the limits given in Table R602.10.1. Cold-formed wall stud height permitted by Table R602.3(5) plus a steel framed buildings shall be limited to two stories height of floor framing not to exceed sixteen inches. above grade in accordance with COFS/PM. Mezza- nines as defined in Section 202 shall not be consid- Exception: For wood framed wall buildings with ered as stories. bracing in accordance with Table R602.10.1,the wall stud clear height used to determine the maximum per- R301.2.2.4.2 Anchored stone and masonry veneer. Buildings with anchored stone and masonry veneer mitted story height may be increased to 12 feet with- shall be designed in accordance with accepted engi out requiring an engineered design for the building wind and seismic force resisting systems provided neering practice. that the length of bracing required by Table R602.10.1 Exceptions: is increased by multiplying by a factor of 1.20.Wall 1. In Seismic Design Category D1, exterior studs are still subject to the requirements of this sec- masonry veneer with a maximum nominal tion. thickness of 4 inches(102 mm)is permitted 2. For steel wall framing, a stud height of 10 feet, plus a in accordance with Section R703.7,Excep- height of floor framing not to exceed 16 inches. tion 3. 3. For masonry walls,a maximum bearing wall clear height 2. In Seismic Design Category D2,exterior ma- of 12 feet plus a height of floor framing not to exceed 16 sonry veneer with a maximum actual thick- inches. ness of 3 inches (76 mm) is permitted in accordance with Section R703.7,Exception 4. Exception:An additional 8 feet is permitted for gable end walls. R301.2.2.4.3 Masonry construction.Masonry con- struction in Seismic Design Category D,shall comply 4. For insulating concrete form walls,the maximum bear- with the requirements of Section R606.11.3.Masonry ing wall height per story as permitted by Section 611 ta- construction in Seismic Design Category D2 shall bles plus a height of floor framing not to exceed 16 comply with the requirements of Section R606.11.4. inches. R301.2.2.4.4 Concrete construction.Buildings with Individual walls or walls studs shall be permitted to exceed above-grade concrete walls shall be in accordance these limits as permitted by Chapter 6 provisions, provided with Section R611,R612,or designed in accordance story heights are not exceeded.An engineered design shall be with accepted engineering practice. provided for the wall or wall framing members when they ex- R301.2.2.4.5 Cold-formed steel framing in Seismic ceed the limits of Chapter 6.Where the story height limits are Design Category DI and D2.In Seismic Design Cate- exceeded, an engineered design shall be provided in accor- gory D,and D2 in addition to the requirements of this dance with the International Building Code the overall wind code, cold-formed steel framing shall comply with and seismic force resisting systems. the requirements of COFS/PM. R301.4 Dead load.The actual weights of materials and con- R301.2.3 Snow loads. Wood framed construction, struction shall be used for determining dead load with consid- cold-formed steel framed construction and masonry and eration for the dead load of fixed service equipment. concrete construction in regions with ground snow loads 70 psf(3.35 kN/m2)or less,shall be in accordance with Chap- ters 5,6 and 8.Buildings in regions with ground snow loads R301.5 Live load. The minimum uniformly distributed live greater than 70 psf(3.35 kN/m2)shall be designed in accor load shall be as provided in Table R301.5. dance with accepted engineering practice. R301.6 Roof load.Roof shall be designed for the live load indi- R301.2.4 Floodplain construction. Buildings and struc- cated in Table R301.6 or the snow load indicated in Table tures constructed in flood hazard areas (including A or V R301.2(1),whichever is greater. Zones)as established in Table R301.2(1)shall be designed. and constructed in accordance with Section R323. R301.7 Deflection.The allowable deflection of any structural Exception: All buildings and structures in identified member under the live load listed in Sections R301.5 and floodways as established in Table R301.2(1)shall be de- R301.6 shall not exceed the values in Table R301.7. 42 2003 INTERNATIONAL RESIDENTIAL CODE® • • BUILDING PLANNING rating of not less than the required fire-resistance rating 2. Where the framed cavity or space is ventilated to al- of the wall or floor/ceiling assembly penetrated. low moisture to escape. R317.3.2 Membrane penetrations. Membrane penetra- 3. In counties identified with footnote a in Table tions shall comply with Section R317.3.1.Where walls are N1101.2. required to have a minimum 1-hour fire resistance rating,re- cessed luminaire shall be so installed such that the required fire resistance will not be reduced. SECTION R319 Exceptions: PROTECTION AGAINST DECAY R319.1 Location required.In areas subject to decay damage 1. Steel electrical boxes that do not exceed 16 square inches(0.0103mz)in area provided the total area of as established by Table R301.2(1), the following locations such openings does not exceed 100 square inches shall require the use of an approved species and grade of lum- such openings ni gs any 100 exceed feet square m2) of ber,pressure treated in accordance with AWPA Cl,C2, C3, wall area. Outlet boxes on opposite sides of the C4,C9,C15,C18,C22,C23,C24,C28,C31,C33,Pl,P2 and I wall shall be separated as follows: P3,or decay-resistant heartwood of redwood,black locust,or cedars. 1.1. By a horizontal distance of not less than 24 1. Wood joists or the bottom of a wood structural floor inches(610 mm); when closer than 18 inches (457 mm) or wood girders 1.2. By a horizontal distance of not less than the when closer than 12 inches (305 mm) to the exposed depth of the wall cavity when the wall cav- ground in crawl spaces or unexcavated area located ity is filled with cellulose loose-fill, within the periphery of the building foundation. rockwool or slag mineral wool insulation; 2. All wood framing members that rest on concrete or ma- I 1.3. By solid fire blocking in accordance with sorry exterior foundation walls and are less than 8 inches Section R602.8.1; (203 mm)from the exposed ground. 1.4. By protecting both outlet boxes by listed 3. Sills and sleepers on a concrete or masonry slab that is in putty pads;or direct contact with the ground unless separated from 1.5. By other listed materials and methods. such slab by an impervious moisture barrier. 2. Membrane penetrations for listed electrical outlet 4. The ends of wood girders entering exterior masonry or boxes of any materials are permitted provided such concrete walls having clearances of less than 0.5 inch boxes have been tested for use in fire resis- (12.7 mm)on tops,sides and ends. tance-rated assemblies and are installed in accor- 5. Wood siding,sheathing and wall framing on the exterior dance with the instructions included in the listing. of a building having a clearance of less than 6 inches(152 Outlet boxes on opposite sides of the wall shall be mm)from the ground. separated as follows: 6. Wood structural members supporting moisture-perme- 2.1. By a horizontal distance of not less than 24 able floors or roofs that are exposed to the weather,such inches(610 mm); as concrete or masonry slabs,unless separated from such 2.2. By solid fire-blocking in accordance with floors or roofs by an impervious moisture barrier. Section R602.8; 7. Wood furring strips or other wood framing members at- 2.3. By protecting both outlet boxes by listed tached directly to the interior of exterior masonry walls putty pads;or or concrete walls below grade except where an approved 2.4. By other listed materials and methods. vapor retarder is applied between the wall and the furring 3. The annular space created by the penetration of a strips or framing members. fire sprinkler provided it is covered by a metal es- R319.1.1 Ground contact. All wood in contact with the cutcheon plate. ground and that supports permanent structures intended for human occupancy shall be approved pressure preservative treated wood suitable for ground contact use, except un- SECTION R318 treated wood may be used where entirely below groundwa- MOISTURE VAPOR RETARDERS ter level or continuously submerged in fresh water. R318.1 Moisture control.In all framed walls,floors and roof/ R319.1.2 Geographical areas. In geographical areas ceilings comprising elements of the building thermal envelope, where experience has demonstrated a specific need, ap- a vapor retarder shall be installed on the warm-in-winter side of proved naturally durable or pressure preservatively treated the insulation. wood shall be used for those portions of wood members that Exceptions form the structural supports of buildings,balconies,porches • or similar permanent building appurtenances when such j 1. In construction where moisture or freezing will not members are exposed to the weather without adequate pro- tection damage the materials. tection from a roof, eave, overhang or other covering that 2003 INTERNATIONAL RESIDENTIAL CODE® 55 BUILDING PLANNING • • would prevent moisture or water accumulation on the sur- R319.3 Fasteners. Fasteners for pressure preservative and face or at joints between members.Depending on local ex- fire-retardant-treated wood shall be of hot-dipped galvanized perience,such members may include: steel,stainless steel,silicon bronze or copper. 1. Horizontal members such as girders,joists and deck- Exception: One-half-inch (12.7 mm) diameter or greater ing. steel bolts. 2. Vertical members such as posts,poles and columns. 3. Both horizontal and vertical members. R319.13 Posts,poles and columns.Posts,poles and col- SECTION R320 umns supporting permanent structures that are embedded in PROTECTION AGAINST TERMITES concrete in direct contact with the ground or embedded in R320.1 Subterranean termite control.In areas favorable to concrete exposed to the weather shall be approved pressure termite damage as established by Table R301.2(1),methods of preservatively treated wood suitable for ground contact use. protection shall be by chemical soil treatment, pressure R319.1.4 Wood columns.Wood columns shall be approved preservatively treated wood in accordance with the AWPA wood of natural decay resistance or approved pressure standards listed in Section R319.1,naturally termite resistant preservatively treated wood. wood or physical barriers (such as metal or plastic termite shields),or any combination of these methods. Exceptions: R320.1.1 Quality mark.Lumber and plywood required to 1. Posts or columns which are either exposed to the be pressure preservatively treated in accordance with Sec- weather or located in basements or cellars, sup- tion R320.1 shall bear the quality mark of an approved in- ported by piers or metal pedestals projecting 1 inch spection agency which maintains continuing supervision, (25.4 mm)above the floor or finished grade and 6 testing and inspection over the quality of the product and inches(152 mm)above exposed earth,and are sep- which has been approved by an accreditation body which arated there from by an approved impervious complies with the requirements of the American Lumber moisture barrier. Standard Committee treated wood program. 2. Posts or columns in enclosed crawl spaces or R320.2 Chemical soil treatment.The concentration, rate of unexcavated areas located within the periphery of application and treatment method of the termiticide shall be the building,supported by a concrete pier or metal consistent with and never less than the termiticide label. pedestal at a height greater than 8 inches(203mm) from exposed ground,and are separated there from R320.3 Pressure preservatively treated and naturally resis- by an impervious moisture barrier. tant wood.Heartwood of redwood and eastern red cedar shall R319.2 Quality mark. Lumber and plywood required to be be considered termite resistant.Pressure preservatively treated pressure preservatively treated in accordance with Section wood and naturally termite-resistant wood shall not be used as R319.1 shall bear the quality mark of an approved inspection a physical barrier unless a barrier can be inspected for any ter- agency that maintains continuing supervision, testing and in mite shelter tubes around the inside and outside edges and spection over the quality of the product and that has been ap- proved of a barrier. proved by an accreditation body that complies with the R320.3.1 Field treatment. Field cut ends, notches and requirements of the American Lumber Standard Committee drilled holes of pressure preservatively treated wood shall treated wood program. be retreated in the field in accordance with AWPA M4. R319.2.1 Required information. The required quality R320.4 Foam plastic protection.In areas where the probabil- mark on each piece of pressure preservatively treated lum- ity of termite infestation is"very heavy"as indicated in Figure ber or plywood shall contain the following information: R301.2(6), extruded and expanded polystyrene, 1. Identification of the treating plant. polyisocyanurate and other foam plastics shall not be installed on the exterior face or under interior or exterior foundation 2. Type of preservative. walls or slab foundations located below grade. The clearance 3. The minimum preservative retention. between foam plastics installed above grade and exposed earth 4. End use for which the product was treated. shall be at least 6 inches(152 mm). 5. Standard to which the product was treated. Exceptions: 6. Identity of the approved inspection agency. 1. Buildings where the structural members of walls, 7. The designation"Dry,"if applicable. floors, ceilings and roofs are entirely of noncombustible materials or pressure preservatively Exception: Quality marks on lumber less than 1 inch treated wood. (25.4 mm)nominal thickness,or lumber less than nomi- 2. When in addition to the requirements of R320.1, an nal 1 inch by 5 inches(25.4 mm by 127 mm)or 2 inches q by 4 inches (51 mm by 102 mm) or lumber 36 inches approved method of protecting the foam plastic and (914 mm)or less in length shall be applied by stamping structure from subterranean termite damage is pro- the faces of exterior pieces or by end labeling not less vided. than 25 percent of the pieces of a bundled unit. 3. On the interior side of basement walls. 56 2003 INTERNATIONAL RESIDENTIAL CODE® iBUILDING PLANNING • [F] SECTION R321 fixtures, and equipment and components shall not be SITE ADDRESS mounted on or penetrate through walls intended to break R321.1 Premises identification. Approved numbers or ad away under flood loads. dresses shall be provided for all new buildings in such a posi- Exception: Electrical systems, equipment and compo- tion as to be plainly visible and legible from the street or road nents, and heating, ventilating, air conditioning and fronting the property. plumbing appliances, plumbing fixtures, duct systems, and other service equipment are permitted to be located below the design flood elevation provided that they are [B] SECTION R322 designed and installed to prevent water from entering or ACCESSIBILITY accumulating within the components and to resist hydro- 1 R322.1 Scope.Where there are four or more dwelling units or static and hydrodynamic loads and stresses, including sleeping units in a single structure,the provisions of Chapter 11 the effects of buoyancy,during the occurrence of flood- of the International Building Code for Group R-3 shall apply. ing to the design flood elevation in compliance with the flood-resistant construction requirements of the Interna- tional Building Code.Electrical wiring systems are per- SECTION R323 mitted to be located below the design flood elevation FLOOD-RESISTANT CONSTRUCTION provided they conform to the provisions of the electrical R323.1 General.Buildings and structures constructed in flood P of this code for wet locations. hazard areas(including A or V Zones)as established in Table R323.1.6 Protection of water supply and sanitary sew- R301.2 (1) shall be designed and constructed in accordance age systems.New and replacement water supply systems with the provisions contained in this section. shall be designed to minimize or eliminate infiltration of Exception: All buildings and structures in identified flood waters into the systems in accordance with the plumb-ing as established in Table R301.2 (1) shall be de ing provisions of this code.New and replacement sanitary signed and constructed as stipulated in the International sewage systems shall be designed to minimize or eliminate Building Code. infiltration of floodwaters into systems and discharges from systems into floodwaters in accordance with the plumbing R323.1.1 Structural systems.All structural systems of all provisions of this code and Chapter 3 of the International buildings and structures shall be designed, connected and Private Sewage Disposal Code. anchored to resist flotation, collapse or permanent lateral movement due to structural loads and stresses from flooding R323.1.7 Flood-resistant materials. Building materials equal to the design flood elevation. used below the design flood elevation shall comply with the following: R323.1.2 Flood-resistant construction.All buildings and structures erected in areas prone to flooding shall be con- 1. All wood,including floor sheathing,shall be pressure structed by methods and practices that minimize flood dam- C2,preservatively treated in accordance with AWPA C 1, age. C3,C4,C9,C15,C18,C22,C23,C24,C28,P1, P2 and P3 or decay-resistant heartwood or redwood, R323.1.3 Establishing the design flood elevation.The de- black locust,or cedars. sign flood elevation shall be used to define areas prone to 2. Materials and installation methods used for flooring flooding,and shall describe, at a minimum,the base flood elevation at the depth of peak elevation of flooding(includ and interior and exterior walls and wall coverings ing wave height)which has a 1 percent(100-year flood)or shall conform to the provisions of FEMA/FIA-TB-2. greater chance of being equaled or exceeded in any given R323.1.8 Manufactured housing. New or replacement year. manufactured housing shall be elevated in accordance with R323.1.4 Lowest floor.The lowest floor shall be the floor of Section R323.2 and the anchor and tie-down requirements the lowest enclosed area,including basement,but excluding of Sections AE604 and AE605 of Appendix E shall apply. any unfinished flood-resistant enclosure that is useable The foundation and anchorage of manufactured housing to solely for vehicle parking,building access or limited storage be located in identified flood ways as established in Table provided that such enclosure is not built so as to render the R301.2(1)shall be designed and constructed in accordance building or structure in violation of this section. with the applicable provisions in the International Building Code. R323.1.5 Protection of mechanical and electrical sys- I terns.Electrical systems, equipment and components, and R323.1.9 As-built elevation documentation.A registered heating, ventilating, air conditioning and plumbing appl design professional shall prepare and seal documentation of ances, plumbing fixtures, duct systems, and other service the elevations specified in Section R323.2 or R323.3. equipment shall be located at or above the design flood ele- R323.2 Flood hazard areas (including A Zones). All areas - vation. If replaced as part of a substantial improvement, that have been determined to be prone to flooding but not sub- electrical systems,equipment and components,and heating, ject to high velocity wave action shall be designated as flood ventilating, air conditioning, and plumbing appliances, hazard areas.All buildings and structures erected in flood haz- plumbing fixtures, duct systems, and other service equip- and areas shall be designed and constructed in accordance with ment shall meet the requirements of this section. Systems, Sections R323.2.1 through R323.2.3. 2003 INTERNATIONAL RESIDENTIAL CODE® 57 BUILDING PLANNING • R323.2.1 Elevation requirements. 2. The unsupported height of 8 inches(203 mm)plain masonry walls shall be no greater than 4 feet(1219 1. Buildings and structures shall have the lowest floors mm) elevated to or above the design flood elevation. 3. The unsupported height of 8 inches (203 mm) 2. In areas of shallow flooding (AO Zones), buildings reinforced masonry walls shall be no greater than 8 and structures shall have the lowest floor(including feet(2438 mm). basement)elevated at least as high above the highest adjacent grade as the depth number specified in feet For the purpose of this exception,unsupported height is (mm) on the FIRM, or at least 2 feet (610 mm) if a the distance from the finished grade of the under-floor space depth number is not specified. and the top of the wall. 3. Basement floors that are below grade on all sides shall R323.3 Coastal high-hazard areas (including V Zones). be elevated to or above the design flood elevation. Areas that have been determined to be subject to wave heights in excess of 3 feet(914 mm)or subject to high velocity wave ac- Exception:Enclosed areas below the design flood eleva- tion or wave-induced erosion shall be designated as coastal tion, including basements whose floors are not below high-hazard areas. All buildings and structures erected in grade on all sides,shall meet the requirements of Section coastal high-hazard areas shall be designed and constructed in R323.2.2. accordance with Sections R323.3.1 through R323.3.6. R323.2.2 Enclosed area below design flood elevation.En- R323.3.1 Location and site preparation. closed areas,including crawl spaces,that are below the de 1. Buildings and structures shall be located landward of sign flood elevation shall: the reach of mean high tide. 1. Be used solely for parking of vehicles,building access 2. For any alteration of sand dunes and mangrove stands or storage. the building official shall require submission of an en- 2. Be provided with flood openings which shall meet the gineering analysis which demonstrates that the pro- following criteria: posed alteration will not increase the potential for 2.1. There shall be a minimum of two openings on flood damage. different sides of each enclosed area; if a R323.3.2 Elevation requirements. building has more than one enclosed area be- 1. All buildings and structures erected within coastal low the design flood elevation,each area shall high hazard areas shall be elevated so that the lowest have openings on exterior walls. portion of all structural members supporting the low- 2.2. The total net area of all openings shall be at est floor,with the exception of mat or raft foundations, least 1 square inch for each square foot(275 piling,pile caps,columns,grade beams and bracing, mm for each square meter)of enclosed area. is located at or above the design flood elevation. 2.3. The bottom of each opening shall be 1 foot 2. Basement floors that are below grade on all sides are (305 mm) or less above the adjacent prohibited. ground level. 3. The use of fill for structural support is prohibited. 2.4. Openings shall be at least 3 inches(76 mm)in 4. The placement of fill beneath buildings and structures diameter, is prohibited. 2.5. Any louvers,screens or other opening covers shall allow the automatic flow of floodwaters Exception: Walls and partitions enclosing areas below into and out of the enclosed area. the design flood elevation shall meet the requirements of 2.6. Openings installed in doors and windows,that Sections R323.3.4 and R323.3.5. meet requirements 2.1 through 2.5, are ac- R323.3.3 Foundations.All buildings and structures erected ceptable;however, doors and windows with- in coastal high hazard areas shall be supported on pilings or out installed openings do not meet the columns and shall be adequately anchored to such pilings or requirements of this section. columns.Piling shall have adequate soil penetrations to Foundation design and construction. Founda- re- sist the combined wave and wind loads(lateral and uplift). R323.23 tion walls for all buildings and structures erected in flood Water loading values used shall be those associated with the hazard areas shall meet the requirements of Chapter 4. design flood.Wind loading values shall be those required by this code.Pile embedment shall include consideration of de- Exception:Unless designed in accordance with Section creased resistance capacity caused by scour of soil strata 404: surrounding the piling.Pile systems design and installation shall be certified in accordance with Section R323.3.6.Mat, 1. The unsupported height of 6 inches (152 mm) raft or other foundations that support columns shall not be ` w "1 plain masonry walls shall be no greater than 3 feet permitted where soil investigations that are required in ac- J (914 mm). cordance with Section R401.4 indicate that soil material un- 58 2003 INTERNATIONAL RESIDENTIAL CODE® • IP BUILDING PLANNING der the mat,raft or other foundation is subject to scour or 1 erosion from wave-velocity flow conditions. R323.3.4 Walls below design flood elevation. Walls and partitions are permitted below the elevated floor, provided that such walls and partitions are not part of the structural support of the building or structure and: 1. Electrical,mechanical,and plumbing system compo- nents are not to be mounted on or penetrate through walls that are designed to break away under flood loads,and 2. Are constructed with insect screening or open lattice, or; 3. Are designed to break away or collapse without caus- ing collapse,displacement or other structural damage to the elevated portion of the building or supporting foundation system. Such walls,framing and connec- tions shall have a design safe loading resistance of not less than 10(0.48 kN/m2)and no more than 20 pounds per square foot(0.96 kN/m2);or 4. Where wind loading values of this code exceed 20 pounds per square foot(0.96 kN/m2),the construction documents shall include documentation prepared and sealed by a registered design professional that: 4.1. The walls and partitions below the design flood elevation have been designed to collapse from a water load less than that which would occur during the design flood. 4.2. The elevated portion of the building and sup- porting foundation system have been designed to withstand the effects of wind and flood loads acting simultaneously on all building compo- ri nents (structural and nonstructural). Water loading values used shall be those associated with the design flood. Wind loading values shall be those required by this code. R323.3.5 Enclosed areas below design flood elevation. Enclosed areas below the design flood elevation shall be P used solely for parking of vehicles,building access or stor- age. I R323.3.6 Construction documents.The construction doc- uments shall include documentation that is prepared and sealed by a registered design professional that the design and methods of construction to be used meet the applicable criteria of this section. i i 2003 INTERNATIONAL RESIDENTIAL CODE® 59