[Code of Federal Regulations]
[Title 24, Volume 5]
[Revised as of April 1, 2006]
From the U.S. Government Printing Office via GPO Access
[CITE: 24CFR3280.305]
[Page 127-136]
TITLE 24--HOUSING AND URBAN DEVELOPMENT
CHAPTER XX--OFFICE OF ASSISTANT SECRETARY FOR HOUSING--FEDERAL HOUSING
COMMISSIONER, DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT
PART 3280_MANUFACTURED HOME CONSTRUCTION AND SAFETY STANDARDS--Table
of Contents
Subpart D_Body and Frame Construction Requirements
Sec. 3280.305 Structural design requirements.
(a) General. Each manufactured home shall be designed and
constructed as a completely integrated structure capable of sustaining
the design load requirements of this standard, and shall be capable of
transmitting these loads to stabilizing devices without exceeding the
allowable stresses or deflections. Roof framing shall be securely
fastened to wall framing, walls to floor structure, and floor structure
to chassis to secure and maintain continuity between the floor and
chassis, so as to resist wind overturning, uplift, and sliding as
imposed by design loads in this part. Uncompressed finished flooring
greater than 1/8 inch in thickness shall not extend beneath load-bearing
walls that are fastened to the floor structure.
(b) Design loads--(1) Design dead loads. Design dead loads shall be
the actual dead load supported by the structural assembly under
consideration.
(2) Design live loads. The design live loads and wind and snow loads
shall be as specified in this section and shall be considered to be
uniformly distributed. The roof live load or snow load shall not be
considered as acting simultaneously with the wind load and the roof live
or snow load and floor live loads shall not be considered as resisting
the overturning moment due to wind.
(3) When engineering calculations are performed, allowable unit
stresses may be increased as provided in the documents referenced in
Sec. 3280.304 except as otherwise indicated in Sec. Sec.
3280.304(b)(1) and 3280.306(a).
(4) Whenever the roof slope does not exceed 20 degrees, the design
horizontal wind loads required by Sec. 3280.305(c)(1) may be determined
without including the vertical roof projection of the manufactured home.
However, regardless of the roof slope of the manufactured home, the
vertical roof projection shall be included when determining the wind
loading for split level or clerestory-type roof systems.
(c) Wind, snow, and roof loads--(1) Wind loads--design requirements.
(i) Standard wind loads (Zone I). When a manufactured home is not
designed to resist the wind loads for high wind areas (Zone II or Zone
III) specified in paragraph (c)(1)(ii) of this section, the manufactured
home and each of its wind resisting parts and portions shall be designed
for horizontal wind loads of not less than 15 psf and net uplift load of
not less than 9 psf.
(ii) Wind loads for high wind areas (Zone II and Zone III). When
designed for high wind areas (Zone II and Zone III), the manufactured
home, each of its wind resisting parts (including, but not limited to,
shear walls, diaphragms, ridge beams, and their fastening and anchoring
systems), and its components and cladding materials (including, but not
limited to, roof trusses, wall studs, exterior sheathing, roofing and
siding materials, exterior glazing, and their connections and fasteners)
shall be designed by a Professional Engineer or Architect to resist:
(A) The design wind loads for Exposure C specified in ANSI/ASCE 7-
88, ``Minimum Design Loads for Buildings and Other Structures,'' for a
fifty-year recurrence interval, and a design wind speed of 100 mph, as
specified for Wind
[[Page 128]]
Zone II, or 110 mph, as specified for Wind Zone III (Basic Wind Zone
Map); or
(B) The wind pressures specified in the following table:
Table of Design Wind Pressures
------------------------------------------------------------------------
Wind zone II Wind zone III
Element design wind design wind
speed 100 MPH speed 110 MPH
------------------------------------------------------------------------
Anchorage for lateral and vertical
stability (See Sec. 3280.306(a)):
Net Horizontal Drag \1,2\:.......... \3\ 39 PSF thn-eq>47 PSF
\1,2\..............................
Ridge beams and other Main Roof -30 PSF -36 PSF
Support Beams (Beams supporting
expanding room sections, etc.).....
Components and cladding:
Roof trusses \4\ in all areas; \5\ -39 PSF \5\ -47 PSF
trusses shall be doubled within
3[foot]-0[foot] from each end of
the roof...........................
Exterior roof coverings, sheathing \5\ -39 PSF \5\ -47 PSF
and fastenings \4\,\6\,\7\ in all
areas except the following.........
Within 3[foot]-0[foot] from each \5\ -73 PSF \5\ -89 PSF
gable end (overhang at end
wall) of the roof or endwall if
no overhang is provided
\4\,\6\,\7\....................
Within 3[foot]-0[foot] from the \5\ -51 PSF \5\ -62 PSF
ridge and eave (overhang at
sidewall) or sidewall if no
eave is provided \4\,\6\,\7\...
Eaves (Overhangs at Sidewalls) \5\ -51 PSF \5\ -62 PSF
\4\,\6\,\7\........................
Gables (Overhangs at Endwalls) \5\ -73 PSF \5\ -89 PSF
\4\,\6\,\7\........................
Wall studs in sidewalls and endwalls,
exterior windows and sliding glass
doors (glazing and framing), exterior
coverings, sheathing and fastenings
\8\:
Within 3[foot]-0[foot] from each 48 PSF thn-eq>58 PSF
endwall........................
All other areas................. 38 PSF thn-eq>46 PSF
------------------------------------------------------------------------
NOTES:
\1\ The net horizontal drag of 39 PSF to be used
in calculating Anchorage for Lateral and Vertical Stability and for
the design of Main Wind Force Resisting Systems is based on a
distribution of wind pressures of +0.8 or +24 PSF to the windward wall
and -0.5 or -15 PSF to the leeward wall.
\2\ Horizontal drag pressures need not be applied to roof projections
when the roof slope does not exceed 20 degrees.
\3\ + sign would mean pressures are acting towards or on the structure;
sign means pressures are acting away from the structure; sign means forces can act in either direction, towards
or away from the structure.
\4\ Design values in this ``Table'' are only applicable to roof slopes
between 10 degrees (nominal 2/12 slope) and 30 degrees.
\5\ The design uplift pressures are the same whether they are applied
normal to the surface of the roof or to the horizontal projection of
the roof.
\6\ Shingle roof coverings that are secured with 6 fasteners per shingle
through an underlayment which is cemented to a 3/8'' structural rated
roof sheathing need not be evaluated for these design wind pressures.
\7\ Structural rated roof sheathing that is at least 3/8'' in thickness,
installed with the long dimension perpendicular to roof framing
supports, and secured with fasteners at 4'' on center within 3[foot]-
0[foot] of each gable end or endwall if no overhang is provided and
6'' on center in all other areas, need not be evaluated for these
design wind pressures.
\8\ Exterior coverings that are secured at 6 o.c. to a 3/8 structural rated sheathing that is fastened to wall framing
members at 6 on center need not be evaluated for these
design wind pressures.
(2) Wind loads--zone designations. The Wind Zone and specific wind
design load requirements are determined by the fastest basic wind speed
(mph) within each Zone and the intended location, based on the Basic
Wind Zone Map, as follows:
(i) Wind Zone I. Wind Zone I consists of those areas on the Basic
Wind Zone Map that are not identified in paragraphs (c)(2)(ii) or (iii)
of this section as being within Wind Zone II or III, respectively.
(ii) Wind Zone II.....100 mph. The following areas are deemed to be
within Wind Zone II of the Basic Wind Zone Map:
Local governments: The following local governments listed by State
(counties, unless specified otherwise):
Alabama: Baldwin and Mobile.
Florida: All counties except those identified in paragraph
(c)(1)(i)(C) of this section as within Wind Zone III.
Georgia: Bryan, Camden, Chatham, Glynn, Liberty, McIntosh.
Louisiana: Parishes of Acadia, Allen, Ascension, Assumption,
Calcasieu, Cameron, East Baton Rouge, East Feliciana, Evangeline,
Iberia, Iberville, Jefferson Davis, LaFayette, Livingston, Pointe
Coupee, St. Helena, St. James, St. John the Baptist, St. Landry, St.
Martin, St. Tammany, Tangipahoa, Vermillion, Washington, West Baton
Rouge, and West Feliciana.
[[Page 129]]
Maine: Hancock and Washington.
Massachusetts: Barnstable, Bristol, Dukes, Nantucket, and Plymouth.
Mississippi: George, Hancock, Harrison, Jackson, Pearl River, and
Stone.
North Carolina: Beaufort, Brunswick, Camden, Chowan, Columbus,
Craven, Currituck, Jones, New Hanover, Onslow, Pamlico, Pasquotank,
Pender, Perquimans, Tyrrell, and Washington.
South Carolina: Beaufort, Berkeley, Charleston, Colleton,
Dorchester, Georgetown, Horry, Jasper, and Williamsburg.
Texas: Aransas, Brazoria, Calhoun, Cameron, Chambers, Galveston,
Jefferson, Kenedy, Kleberg, Matagorda, Nueces, Orange, Refugio, San
Patricio, and Willacy.
Virginia: Cities of Chesapeake, Norfolk, Portsmouth, Princess Anne,
and Virginia Beach.
(iii) Wind Zone III.....110 mph. The following areas are considered
to be within Wind Zone III of the Basic Wind Zone Map:
(A) States and Territories: The entire State of Hawaii, the coastal
regions of Alaska (as determined by the 90 mph isotach on the ANSI/ASCE
7-88 map), and all of the U.S. Territories of American Samoa, Guam,
Northern Mariana Islands, Puerto Rico, Trust Territory of the Pacific
Islands, and the United States Virgin Islands.
(B) Local governments: The following local governments listed by
State (counties, unless specified otherwise):
Florida: Broward, Charlotte, Collier, Dade, Franklin, Gulf, Hendry,
Lee, Martin, Manatee, Monroe, Palm Beach, Pinellas, and Sarasota.
Louisiana: Parishes of Jefferson, La Fourche, Orleans, Plaquemines,
St. Bernard, St. Charles, St. Mary, and Terrabonne.
North Carolina: Carteret, Dare, and Hyde.
(iv) Consideration of local requirements. For areas where local
building code requirements exceed the design wind speed requirements of
these standards, the Department will consider the adoption through
rulemaking of the more stringent requirements of the State or local
building authority.
(3) Snow and roof loads. (i) Flat, curved and pitched roofs shall be
designed to resist the following live loads, applied downward on the
horizontal projection as appropriate for the design zone marked on the
manufactured home:
------------------------------------------------------------------------
Pounds
per
Zone (see Map in Sec. 3280.305(c)(4)) square
foot
------------------------------------------------------------------------
North Zone.................................................... 40
Middle Zone................................................... 30
South Zone.................................................... 20
------------------------------------------------------------------------
(ii) For exposures in areas (mountainous or other) where snow or
wind records or experience indicate significant differences from the
loads stated above, the Department may establish more stringent
requirements for homes known to be destined for such areas. For snow
loads, such requirements are to be based on a roof snow load of 0.6 of
the ground snow load for areas exposed to wind and a roof snow load of
0.8 of the ground snow load for sheltered areas.
(iii) Eaves and cornices shall be designed for a net uplift pressure
of 2.5 times the design uplift wind pressure cited in Sec.
3280.305(c)(1)(i) for Wind Zone I, and for the design pressures cited in
Sec. 3280.305(c)(1)(ii) for Wind Zones II and III.
(4) Data plate requirements. The Data Plate posted in the
manufactured home (see Sec. 3280.5) shall designate the wind and roof
load zones or, if designed for higher loads, the actual design external
snow and wind loads for which the home has been designed. The Data Plate
shall include reproductions of the Load Zone Maps shown in this
paragraph (c)(4), with any related information. The Load Zone Maps shall
be not less than either 3\1/2\ in. by 2\1/4\ in., or one-half the size
illustrated in the Code of Federal Regulations.
[[Page 130]]
[GRAPHIC] [TIFF OMITTED] TR14JA94.000
[[Page 131]]
[GRAPHIC] [TIFF OMITTED] TR20OC97.004
(d) Design load deflection. (1) When a structural assembly is
subjected to total design live loads, the deflection for structural
framing members shall not exceed the following (where L equals the clear
span between supports or two times the length of a cantilever):
[[Page 132]]
Floor--L/240
Roof and ceiling--L/180
Headers, beams, and girders (vertical load)--L/180
Walls and partitions--L/180
(2) The allowable eave or cornice deflection for uplift is to be
measured at the design uplift load of 9 psf for Wind Zone I, and at the
design uplift pressure cited in paragraph (c)(1)(ii) of this section for
Wind Zones II and III. The allowable deflection shall be (2xLc)/180,
where Lc is the measured horizontal eave projection from the wall.
(e) Fastening of structural systems. (1) Roof framing shall be
securely fastened to wall framing, walls to floor structure, and floor
structure to chassis to secure and maintain continuity between the floor
and chassis, so as to resist wind overturning, uplift, and sliding as
specified in this part.
(2) For Wind Zones II and III, roof trusses shall be secured to
exterior wall framing members (studs), and exterior wall framing members
(studs) shall be secured to floor framing members, with 26 gage minimum
steel strapping or brackets or by a combination of 26 gage minimum steel
strapping or brackets and structural rated wall sheathing that overlaps
the roof and floor. Steel strapping or brackets shall be installed at a
maximum spacing of 24 on center in Wind Zone II and at a
maximum of 16 on center in Wind Zone III. The number and type
of fasteners used to secure the steel straps or brackets or structural
sheathing shall be capable of transferring all uplift forces between
elements being joined.
(f) Walls. The walls shall be of sufficient strength to withstand
the load requirements as defined in Sec. 3280.305(c) of this part,
without exceeding the deflections as specified in Sec. 3280.305(d). The
connections between the bearing walls, floor, and roof framework members
shall be fabricated in such a manner as to provide support for the
material used to enclose the manufactured home and to provide for
transfer of all lateral and vertical loads to the floor and chassis.
(1) Except where substantiated by engineering analysis or tests,
studs shall not be notched or drilled in the middle one-third of their
length.
(2) Interior walls and partitions shall be constructed with
structural capacity adequate for the intended purpose and shall be
capable of resisting a horizontal load of not less than five pounds per
square foot. An allowable stress increase of 1.33 times the permitted
published design values may be used in the design of wood framed
interior partitions. Finish of walls and partitions shall be securely
fastened to wall framing.
(g) Floors. (1) Floor assemblies shall be designed in accordance
with accepted engineering practice standards to support a minimum
uniform live load of 40 lb/ft \2\ plus the dead load of the materials.
In addition (but not simultaneously), floors shall be able to support a
200-pound concentrated load on a one-inch diameter disc at the most
critical location with a maximum deflection not to exceed one-eighth
inch relative to floor framing. Perimeter wood joists of more than six
inches depth shall be stabilized against overturning from superimposed
loads as follows: at ends by solid blocking not less than two-inch
thickness by full depth of joist, or by connecting to a continuous
header not less than two-inch thickness and not less than the depth of
the joist with connecting devices; at eight-feet maximum intermediate
spacing by solid blocking or by wood cross-bridging of not less than one
inch by three inches, metal cross-bridging of equal strength, or by
other approved methods.
(2) Wood, wood fiber or plywood floors or subfloors in kitchens,
bathrooms (including toilet compartments), laundry areas, water heater
compartments, and any other areas subject to excessive moisture shall be
moisture resistant or shall be made moisture resistant by sealing or by
an overlay of nonabsorbent material applied with water-resistant
adhesive. Use of one of the following methods would meet this
requirement:
(i) Sealing the floor with a water-resistant sealer; or
(ii) Installing an overlay of a non-absorbent floor covering
material applied with water-resistant adhesive; or
(iii) Direct application of a water-resistant sealer to the exposed
wood floor
[[Page 133]]
area when covered with a non-absorbent overlay; or
(iv) The use of a non-absorbent floor covering which may be
installed without a continuous application of a water-resistant adhesive
or sealant when the floor covering meets the following criteria:
(A) The covering is a continuous membrane with any seams or patches
seam bonded or welded to preserve the continuity of the floor covering;
and
(B) The floor is protected at all penetrations in these areas by
sealing with a compatible water-resistant adhesive or sealant to prevent
moisture from migrating under the nonabsorbent floor covering; and
(C) The covering is fastened around the perimeter of the subfloor in
accordance with the floor covering manufacturer's instructions; and,
(D) The covering is designed to be installed to prevent moisture
penetration without the use of a water-resistant adhesive or sealer
except as required in this paragraph (g). The vertical edges of
penetrations for plumbing shall be covered with a moisture-resistant
adhesive or sealant. The vertical penetrations located under the bottom
plates of perimeter walls of rooms, areas, or compartments are not
required to be sealed; this does not include walls or partitions within
the rooms or areas.
(3) Carpet or carpet pads shall not be installed under concealed
spaces subject to excessive moisture, such as plumbing fixture spaces,
floor areas under installed laundry equipment. Carpet may be installed
in laundry space provided:
(i) The appliances are not provided;
(ii) The conditions of paragraph (g)(2) of this section are
followed; and
(iii) Instructions are provided to remove carpet when appliances are
installed.
(4) Except where substantiated by engineering analysis or tests:
(i) Notches on the ends of joists shall not exceed one-fourth the
joist depth.
(ii) Holes bored in joists shall not be within 2 inches of the top
or bottom of the joist, and the diameter of any such hole shall not
exceed one-third the depth of the joist.
(iii) Notches in the top or bottom of the joists shall not exceed
one-sixth the depth and shall not be located in the middle third of the
span.
(5) Bottom board material (with or without patches) shall meet or
exceed the level of 48 inch-pounds of puncture resistance as tested by
the Beach Puncture Test in accordance with Standard Test Methods for
Puncture and Stiffness of Paperboard, and Corrugated and Solid
Fiberboard, ASTM D-781-1968 (73). The material shall be suitable for
patches and the patch life shall be equivalent to the material life.
Patch installation instruction shall be included in the manufactured
home manufacturer's instructions.
(h) Roofs. (1) Roofs shall be of sufficient strength to withstand
the load requirements as defined in Sec. 3280.305 (b) and (c) without
exceeding the deflections specified in Sec. 3280.305(d). The
connections between roof framework members and bearing walls shall be
fabricated in such a manner to provide for the transfer of design
vertical and horizontal loads to the bearing walls and to resist uplift
forces.
(2) Roofing membranes shall be of sufficient rigidity to prevent
deflection which would permit ponding of water or separation of seams
due to wind, snow, ice, erection or transportation forces.
(3) Cutting of roof framework members for passage of electrical,
plumbing or mechanical systems shall not be allowed except where
substantiated by engineering analysis.
(4) All roof penetrations for electrical, plumbing or mechanical
systems shall be properly flashed and sealed. In addition, where a metal
roof membrane is penetrated, a wood backer shall be installed. The
backer plate shall be not less than \5/16\ inch plywood, with exterior
glues, secured to the roof framing system beneath the metal roof, and
shall be of a size to assure that all screws securing the flashing are
held by the backer plate.
(i) Frame construction. The frame shall be capable of transmitting
all design loads to stabilizing devices without exceeding the allowable
load and deflections of this section. The frame shall also be capable of
withstanding the effects of transportation shock and vibration without
degradation as required by subpart J.
[[Page 134]]
(1) Welded connections. (i) All welds shall be made in accordance
with the applicable provisions of the Specification for Structural Steel
Buildings, Allowable Stress Design and Plastic Design, AISC, June 1,
1989. The Specification for the Design of Cold-Formed Steel Structural
Members, AISI-1986 with 1989 addendum, and the Stainless Steel Cold-
Formed Structural Design Manual, AISI-1974.
(ii) Regardless of the provisions of any reference standard
contained in this subpart, deposits of weld slag or flux shall be
required to be removed only from welded joints at the following
locations:
(A) Drawbar and coupling mechanisms;
(B) Main member splices, and
(C) Spring hanger to main member connections.
(2) Protection of metal frames against corrosion. Metal frames shall
be made corrosion resistant or protected against corrosion. Metal frames
may be protected against corrosion by painting.
[40 FR 58752, Dec. 18, 1975. Redesignated at 44 FR 20679, Apr. 6, 1979,
as amended at 44 FR 66195, Nov. 19, 1979; 52 FR 4582, Feb. 12, 1987; 58
FR 55006, Oct. 25, 1993; 59 FR 2469, Jan. 14, 1994; 59 FR 15113, 15114,
Mar. 31, 1994; 62 FR 54547, Oct. 20, 1997]
Effective Date Note: At 70 FR 72043, Nov. 30, 2005, Sec. 3280.305
was amended by adding paragraphs (c)(1)(iii), (c)(3)(i)(A) through (C)
following the table in paragraph (c)(3)(i), and (c)(3)(iv); revising
paragraph (e), redesignating paragraphs (g)(3) through (g)(5) as
paragraphs (g)(4) through (g)(6), and adding new paragraph (g)(3);
redesignating paragraphs (i)(1)(i), (i)(1)(ii), (i)(1)(ii)(A),
(i)(1)(ii)(B) and (i)(1)(ii)(C) as paragraphs (j)(1), (j)(2), (j)(2)(i),
(j)(2)(ii), and (j)(2)(iii), respectively; reserving vacated paragraph
(i), and revising newly redesignated paragraph (j)(1), effective May 30,
2006. For the convenience of the user the revised and added text
follows:
Sec. 3280.305 Structural design requirements.
* * * * *
(c) * * *
(1) * * *
(iii) One-piece metal roofing capable of resisting the design wind
pressures for ``Components and Cladding: (Exterior roof coverings)'' in
the Table for Design Wind Pressures in this section is allowed to be
used without structural sheathing, provided the metal roofing is tested
using procedures that have been approved by HUD and that meet all
requirements of Sec. Sec. 3280.303(c) and (g) and 3280.401.
* * * * *
(3) * * *
(i) * * *
(A) North Roof Load Zone. The following counties in each of the
following states are deemed to be within the North Roof Load Zone:
Maine--Aroostook, Piscataquis, Somerset, Penobscot, Waldo, Knox,
Hancock, and Washington.
Alaska--All Counties
(B) Middle Roof Load Zone. The following counties in each of the
following states are deemed to be within the Middle Roof Load Zone:
----------------------------------------------------------------------------------------------------------------
----------------------------------------------------------------------------------------------------------------
States Counties
----------------------------------------------------------------------------------------------------------------
South Dakota................... Grant Brookings Hanson Lincoln
Codington Miner Minnehaha Yankton
Deuel Lake Hutchinson Union
Hamlin Moody Turner Clay
Kingsbury McCook .................. ..................
Minnesota...................... Koochiching Stearns Renville Sibley
Itasca Swift McLeod Nicollet
Hubbard Kandiyohi Carver Blue Earth
Cass Meeker Dakota Martin
Crow Wing Wright Goodhue Watonwan
Aitkin Lac qui Parle Wabasha Brown
St. Louis Chippewa Winona Redwood
Lake Yellow Medicine Fillmore Lyon
Cook Mille Lacs Mower Lincoln
Carlton Kanabec Olmsted Pipestone
Pine Benton Dodge Murray
Wadena Isanti Rice Cottonwood
Todd Sherburne Steele Jackson
Morrison Anoka Freeborn Nobles
Douglas Chisapo Faribault Rock
[[Page 135]]
Grant Washington Waseca St. Croix
Stevens Hennepin Le Sueur ..................
Pope Ramsey Scott ..................
Iowa........................... Hanock Mitchell Hamilton Buena Vista
Lyon Howard Webster Cherokee
Osceola Chickasaw Calhoun Plymouth
Dickinson Butler Sac Sioux
Emmet Floyd Ida O'Brien
Kossuth Cerro Gordo Humboldt Clay
Winnebago Franklin Pocahontas Wright
Worth Hardin Palo Alto Crawford
Wisconsin...................... Douglas Oconto Pepin Lincoln
Bayfied Menominee Pierce Oneida
Ashland Langlade Dunn Polk
Iron Marathon Eau Claire Burnett
Vilas Clark Chippewa Washburn
Forest Jackson Rusk Sawyer
Florence Trempealeau Barron Price
Marinette Buffalo Taylor Doon
Michigan....................... Houghton Iron Presque Isle Wexford
Baraga Dickinson Charlevoix Benzie
Marquette Menominee Montmorency Grand Traverse
Alger Delta Alpena Kalkaska
Luce Schoolcraft Alcona Oscoda
Chippewa Mackinaw Ogemaw Otsego
Keweenaw Cheyboygan Roscommon Leelanau
Ontonagon Emmet Missaukee Antrim
Gogebic .................. .................. ..................
New York....................... St. Lawrence Herkimer Onondage Genesee
Franklin Lewis Madison Orleans
Clinton Oswego Cayuga Niagara
Essex Jefferson Seneca Erie
Hamilton Oneida Wayne Wyoming
Warren Fulton Ontario Monroe
Saratoga Montgomery Yates ..................
Washington Schenectady Livingston ..................
Massachusetts.................. Essex .................. .................. ..................
Maine.......................... Franklin Kennebec Lincoln Cumberland
Oxford Androscoggin Sagadahoc York
Montana........................ All Counties .................. .................. ..................
Idaho.......................... All Counties .................. .................. ..................
Colorado....................... All Counties .................. .................. ..................
Wyoming........................ All Counties .................. .................. ..................
Utah........................... All Counties .................. .................. ..................
Vermont........................ Franklin Orleans Caledonia Addison
Grand Isle Essex Washington Rutland
Lamoille Chittendon Orange Windsor
New Hampshire.................. Coos Belknap Sullivan Hillsborough
Grafton Strafford Rockingham Cheshire
Carroll Merrimack .................. ..................
----------------------------------------------------------------------------------------------------------------
(C) South Roof Load Zone. The states and counties that are not
listed for the North Roof Load Zone in paragraph (c)(3)(i)(A) of this
section, or the Middle Roof Load Zone in paragraph (c)(3)(i)(B) of this
section, are deemed to be within the South Roof Load Zone.
* * * * *
(iv) Skylights must be capable of withstanding roof loads as
specified in paragraphs (c)(3)(i) or (c)(3)(ii) of this section.
Skylights must be listed and tested in accordance with AAMA 1600/I.S.7-
00, 2003, Voluntary Specification for Skylights.
* * * * *
(e) Fastening of structural systems. (1) Roof framing must be
securely fastened to wall framing, walls to floor structure, and floor
structure to chassis, to secure and maintain continuity between the
floor and chassis in order to resist wind overturning, uplift, and
sliding, and to provide continuous load paths for these forces to the
foundation or anchorage system. The number and type of fasteners used
must be capable of transferring all forces between elements being
joined.
[[Page 136]]
(2) For Wind Zone II and Wind Zone III, roof framing members must be
securely fastened at the vertical bearing points to resist design
overturning, uplift, and sliding forces. When engineered connectors are
not installed, roof framing members must be secured at the vertical
bearing points to wall framing members (studs), and wall framing members
(studs) must be secured to floor framing members, with 0.016 inch base
metal, minimum steel strapping or engineered connectors, or by a
combination of 0.016 inch base metal, minimum steel strapping or
engineered connectors, and structural-rated wall sheathing that overlaps
the roof and floor system if substantiated by structural analysis or by
suitable load tests. Steel strapping or engineered connectors are to be
installed at a maximum spacing of 24 inches on center in Wind Zone II,
and 16 inches on center in Wind Zone III. Exception: Where substantiated
by structural analysis or suitable load tests, the 0.016 inch base metal
minimum steel strapping or engineered connectors may be omitted at the
roof to wall and/or wall to floor connections, when structural rated
sheathing that overlaps the roof and wall and/or wall and floor is
capable of resisting the applicable design wind loads.
* * * * *
(g) * * *
(3) Wood panel products used as floor or subfloor materials on the
exterior of the home, such as in recessed entryways, must be rated for
exterior exposure and protected from moisture by sealing or applying
nonabsorbent overlay with water resistant adhesive.
* * * * *
(j) Welded connections. (1) All welds must be made in accordance
with the applicable provisions of the Specification for Structural Steel
Buildings, Allowable Stress Design and Plastic Design, AISC-S335, 1989;
the Specification for the Design of Cold-Formed Steel Structural
Members, AISI, 1996; and the Specification for the Design of Cold-Formed
Stainless Steel Structural Members, SEI/ASCE 8-02, 2002.
* * * * *