Ord. 0224-12 05-10-99ORDINANCE NO. 224-12
AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF PEARLAND,
TEXAS, AMENDING CHAPTER 7, BUILDING, OF THE CITY OF
PEARLAND CODE OF ORDINANCES (ORDINANCE NO. 224), AS IT MAY
HAVE BEEN, FROM TIME TO TIME, AMENDED, TO ADOPT THE TEXAS
DEPARTMENT OF INSURANCE'S WINDSTORM RESISTANT
CONSTRUCTION GUIDE AS A SUPPLEMENT TO THE BUILDING CODE;
PROVIDING A PENALTY FOR VIOLATION; HAVING A SAVINGS
CLAUSE, A SEVERABILITY CLAUSE, AND A REPEALER CLAUSE;
PROVIDING FOR CODIFICATION, PUBLICATION AND AN EFFECTIVE
DATE.
BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS:
Section 1. That Chapter 7, Building, of the City of Pearland Code of
Ordinances, is hereby amended to adopt the Texas Department of Insurance's
Windstorm Resistant Construction Guide, to read as follows:
"ARTICLE VI. WINDSTORM RESISTANT CONSTRUCTION GUIDE.
Section 7-62. Adopted; conflicting provisions.
For the purpose of establishing minimum standards for the construction
of windstorm resistant buildings, as a supplement to the Building Code, within
the corporate limits of the city, there is hereby adopted and incorporated herein
by reference as the Windstorm Resistant Construction Guide of the city, that
certain Windstorm Resistant Construction Guide known as the Texas
Department of Insurance Windstorm Resistant Construction Guide, effective
June 1, 1989, recommended and published by the Texas Department of
Insurance, which guide is referred to, incorporated here/n, and made a part
hereof for all purposes, a true and correct copy of which is filed of record in the
Office of the City Secretary. In the event any conflict may arise between any
provision of the Windstorm Resistant Construct/on Guide adopted by this article
and any other applicable provisions of state law or city ordinance, rule or
regulation, and provisions of this Code of Ordinances, state law, or city rules
and regulations, shall be controlling.
Section 7-62.1. Amendments, exceptions, additions, deletions.
The Windstorm Resistant Construction Guide adopted in Section 7-62
hereof is hereby modified in the following respects:
Exception: All exterior and interior framing must be on sixteen-inch (16")
centers."
Section 2. Penalty. Any person who shall violate the provisions of this
section shall be deemed guilty of a misdemeanor and shall, upon conviction by a court
of competent jurisdiction, be punished by a fine in any sum not exceeding
Five Hundred Dollars (~500.00).
Section 3. Savings. All rights and remedies which have accrued in favor of
the City under this Ordinance and amendments thereto shall be and are preserved for
the benefit of the City.
Section 4. Severability. If any section, subsection, sentence, clause, phrase
or portion of this Ordinance is for any reason held invalid, unconstitutional or otherwise
unenforceable by any court of competent jurisdiction, such portion shall be deemed a
separate, distinct, and independent provision and such holding shall not affect the
validity of the remaining portions thereof.
Section 5. Repealer. All ordinances and parts of ordinances in conflict
herewith are hereby repealed but only to the extent of such conflict.
Section 6. Codification. It is the intent of the City Council of the City of
Pearland, Texas, that the provisions of this Ordinance shall be codified in the City's
official Code of Ordinances as provided hereinabove.
2
Section 7. Publication and Effective Date. The City Secretary shall cause this
Ordinance, or its caption and penalty, to be published in the official newspaper of the
City of Pearland, upon passage of such Ordinance. The Ordinance shall then become
effective one hundred twenty (120) days from and after its publication, or the
publication of its caption and penalty, in the official City newspaper.
PASSED and APPROVED ON FIRST READING this the 26TM day of April ,
A. D., 1999.
TOM REID
MAYOR
ATTEST:
PASSED and APPROVED ON SECOND AND FINAL READING this the 10th day
of May, A. D., 1999.
TOM REID
MAYOR
3
APPROVED AS TO FORM:
DARRIN M. COKER
CITY ATTORNEY
VOTING RECORD (SECOND AND FINAL READING
MAY 10,. 1999)
Voting "Aye" - Councilmembers Berger, Beckman, Seeger,
Tetens, and Wilkins.
Voting "No" - None.
Motion passes 5 to 0.
PUBLICATION DATE: MAY 12, 1999
EFFECTIVE DATE: MAY 22, 1999
PUBLISHED AS REQUIRED BY SECTION 3,10 OF
THE CHARTER OF THE CITY OF PEARLAND, TEXAS
4
TEXAS DEPARTMENT OF
INSURANCE
WIN'DSTORM
RESISTAN:T
CONSTRUCTION GUIDE
EF JUNE 1,989 ~i
' "~':" '~' ' ',~' Pl oct" 2'~
uggested method meet building quirements tl' O~ d' th j~ ~ ~
-...~ ~,~,.o..~ ~.o~.~ ,.~..~.o~. ~oa;t,~..,2 ~,~. o, o.g.~4?~.'C~~
,) ~.:.' . Insurance AssoCia. tion's Building Code for Windsto~rm Resistant Construction of
June 29, 1971.
First Printing
3 10 Wood Frame Construction-Inland
3 11 Foundation
The foundation is possibly the most important part of a structure. It must be able to transfer all
of the loads on a structure into the ground. Foundations may either be built to the following
minimum guidelines or they may be designed and certified by a Texas registered professional engi-
neer. Foundations shall be designed so that the oVertuming moment of the structure due to the
wind load does not exceed 66-2/3 % of the moment of stability of the structure.
311. I Shb on Grade Foundation
311
·
a
a
·
.l(a) Anchorage
Slab shall be reinforced.
A minimum of 1/2 inch anchor bolts shall be embedded a minimum of 6 inches into the slab.
Anchor bolts shall have a standard J or L hook at the end.
~Each anchor bolt shall have a washer with a minimum I-3/8 inch diameter and minimum I/8
inch thickness.
· For a one-story structure, minimum 1/2 inch anchor bolts shall be spaced a maximum of every
6 feet O.C., with an anchor bolt within 18 inches of ends or joints in sills or sole plates.
· For a two story structure, minimum I/2 inch anchor bolts shall be spaced a maximum of
every 4 feet O.C., with an anchor bolt within 18 inches of ends or joints in sills or sole plates.
· S.B.C.C.I. or N.E.S. (C.A.B.O.) listed sole plate anchor spaced 32 inches O.C. shall be
deemed to be the equivalent of 1/2' anchor bolts spaced 6 feet on centers. Other spacing may
be approved by the State Board of Insurance Engineering Staff for specific products. Please
check with the local field office for details.
Where joints occur in sills or sole plates, additional anchor bolts will not be required if a proper
splice plate is used. The joint shall occur half way between the adjacent studs, and a 2 X 4
splice ph/te shall be applied over the entire length of the sole plate between the studs, and nailed
to each side of the splice with a minimum of four 8d nail.' s (8 nails, total).
Interior load bearing walls shall also be anchored in an approved manner. (Refer to Section
312.3 for the definition of a load bearing wall.) One acceptable method is to anchor with a
code-approved powder-actuated fastener every 2 feet (for a fastener with. 170'-. 177' shank di-
ameter) or every 18 inches (for a fastener with .140'-.145' shank diameter). Fasteners shall-
have a minimum overall length of 3 inches. One fastener shall be placed 6 inches from the end
of the sill plate. Other acceptable methods (for interior walls only) include the use of code
approved drilled expansion or drilled chemical anchors every 6 feet, or the use of an S.B.C.C.I.
or N.E.S. listed wood-to-concrete adhesive. When drilling holes for these types of anchors,
extreme care must be taken to prevent damaging tendons in the slab.
Wood Frame Construction-Inland
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311.l(b) Provisions for Masonry Veneer
·
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Where masonry veneer is to be applied, the foundation shall be constructed with a brick ledge.
The brick ledge shall-have a minimum depth of i-!/2 inches.
The width shall be wide enough to completely support the veneer and to provide a minimum
of I inch between the veneer and the vapor barrier or sheathing on the wall.
311.2 Piling Foundation
These minimum specifications shall apply to structures of one and two stories only. For structures
over two stories tall on pigs, please contact the local field office.
The design of a piling foundation is frequently determined by guidelines established for federal
flood insurance. The homeowner or contractor should verify the base flood elevation before settling
on a foundation design. This information should be available through local sources, such as the
City, County, or Corps of Engineers. The Federal Emergency Management Agency (F.E.M.A.)
should be contacted for further information regarding federal flood insurance.
There is one federal guideline which must be noted here because it can affect windstorm insurance.
F.E.M.A. requires that enclosed space below the base flood elevation must be built with non-
supporting breakaway walls which will collapse under wind and water loads without damaging the
rest of the structure. Since these breakaway walls cannot be built to withstand the wind loads of
the Standard and F.C.P.LA. Building Codes, breakaway walls and any contents enclosed by
breakaway walls will not be instired by the T.C.P.LA.
311.2(a) General Piling Requirements
· Pigs may be of either pressure treated wood, or precast reinforced or prestressecl concrete. -
· Wood pigs shall be square or round, and shall be installed as per Section 311.2(b) or Section
311.2(c).
Precast reinforced or prestressed concrete piles shall also be installed as per Section 311.2(b)
or Section 311.2(c).
· Pigs may be driven, jetted, or augered. Extreme care shall be taken when driving precast
concrete pigs to prevent damage to the pig.
· Precast concrete pilings shall be reinforced as per Figures 2 and 3.
310 Wood Frame Construction-inland
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Size of Pilinl
12" X 12"
MINIMUM REINFORCEMENT OF CONCRETE PILINGS-INLAND
Height-(Top of Piling Above Grade)
7'or less I 0' or less
12' or less
4-#8 w/#3 ties ~12' 4-#11 w/#4 ties ~12'
8-#7 w/#3 ties (~12' 8-#9 w/#3 ties ~12'
12-#6 w/#3 ties (~!2' 12-#8 w/#3 ties @12'
N/A
N/A
N/A
16" X 16'
4-#8 w/#3 ties (~16' 4-#10 w/#3 ties @16' 4-#11 w/#4 ties @16'
8-#6 w/#3 ties ~12' 8-#8 w/#3 ties ~ 16' 8-#9 w/#3 ties (~16'
N/A 12-#7 w/#3 ties C~14' N/A
The first two numbers represent the number and size of vertical reinforcing steel bars. The
third and fourth numbers represent the size and vertical spacing of the horizontal tie bars
(see figure below)·
,)
I Figure 2. Minimum Reinforcement of Concrete Pilings I
PLACEMENT OF REINFORCEMENT IN CONCRETE PILINGS-INLAND
BRRS 8 BRRS 18 BRRS
TIE 1 TIE 8 TIES
1 HRIRP IN
Figure 3. Placement of Reinforcement in Concrete Pilings ]
310 Wood Frame Construction-Inland
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There are two general methods of piling design which will be acceptable. Method I (outlined in
Section 311.2 (b)) may be used if there is no objection to the use of knee braces. Method 2 (out-
lined in Section 314.2(c)) may be used if knee braces are objectionable. One of these two methods
shah be used. In all cases, the beams, stringers and floor joists shah comply with Section 311.2(d).
311.2(b) Method I
· The piling bury depth below grade shah be at least as deep as the distance the lowest floor
framing members (usually beams and stringers) are above grade. The minimum depth of bury
of a pile shall be 5 feet below grade.
· For one story structures, 10 feet shall be the maximum spacing between pilings.
· For two story structures, or structures elevated over 12 feet above grade level, 8 feet shall be
the maximum spacing between pilings.
· Structures having an area greater than 1000 square feet shall have a minimum of four (4) pilings
in a row.
· The size of pilings shall comply with the following table:
I
Height Above Ground Htn. Size of Piling
(Grade to bottom of beam) (round or square)
less than 8 feet 8 inches
8 to 12 feet 10 inches
12 to 16 feet 12 inches
Figure 4. Minimum size of Palings.
Piling shall be notched and beams shall fully bear on piling. No more than one half the
thickness of the pig may be notched.
· Beams or stringers shall be bolted to pilings with either two 3/4 inch bolts, three 5/8 inch bolts,
or four !/2 inch bolts. The spacing between bolts shall be a minimum of 3-1/2 inches, except
where splices occur.
· Bolts, nuts, and washers shall 'be galvanized.
· Where beams are spliced, the splice shall occur over a pile. Each beam end shall be fastened
to the pile with two 1/2 inch bolts. Bolts shall be spaced a minimum of 2-1/4 inches apart, and
shall be located a minimum of 2 inches from the ends and edges of each beam.
· The distance between the bolts and the ends and edges of the beams shall be a minimum of
four times the bolt diameter.
· Knee braces shall be provided for all pigs, extending in every available direction.
· Knee braces shall be pressure treated with a wood preservative, or wood of natural decay re-
sistance.
· Knee braces shall extend at a 45 degree angle from the floor framing member down to a point
on the piling which is one fourth the height of the piling down from the floor framing member.
· For knee braces up to 5 feet in length, the mum size shall be 2 x 6 or 4 x 4 lumber.
· Knee braces over 5 feet in length shall have a minimum dimension of four inches.
· Knee braces shall be bolted (thru or lag) to the floor framing and the piling.
* Pilings which extend above grade less than 4 feet will not require knee braces.
310 Wood Frame Construction-Inland
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.---)
~., i[~L,Z:NG .
I
/0
Figure 5. Inst~Jlation of Piles (Method I)
310 Wood Freme Construdion-lnlnnd
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Figure 6. Installation Knee Bre__r~__ (Method !)
310 Wood Frame Construdion-lnland
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:0
I Filure 7. FuteninI Spliced Beam to P~inI'
310 Wood Frame Construdion-lnland
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311.2(c) Method 2
This method will h_ave different specifications depending upon whether the structure is located in
an area subject to storm surge and wave action (V-zones) or an area not subject to storm surge and
wave action (A-zone or other).
I_ Areas Subject to Storm Surge and Wave Action (V-Zone)
* The maximum f'trst floor elevation shall be 16 feet above mean sea level when using this
method.
* Piles shall penetrate a minimum of 12 feet below mean sea level.
* There shah be a minimum of 4 piles in each row.
· The maximum spacing between piles shall be 8 feet.
· Piles shall have a minimum tip diameter of 10 inches (round or square).
· Pilings shall be notched and beams shall fully bear on pilings. No more than one half the
thickness of each piling may be notched.
· For a one story structure, the beams shall be bolted to each piling with a minimum of two
1/2 inch bolts.
· For a two story structure, the beams shall be bolted to each piling with a minimum of two
5/8 inch bolts.
· Bolts, nuts, and washers shall be galvanized.
· Bolts shall be spaced a minimum of 3-1/2 inches apart and shall be located a minimum
of 2 inches from the beam edge, except where splices occur.
· Where beams are spliced, the splice shall occur over a pile. Each beam end shall be fas-
tened to the pile with two bolts. These bolts shall be 518 inch diameter for a two story
structure having piles spaced farther than 8 feet apart. Two story structures with piles
spaced 8 feet or closer and all one story structures shall use two 1/2 inch bolts in each side
of the splice. Bolts shall be spaced a minimum of 2-1/4 inches apart and shall be located
a minimum of 2 inches from the edges and end of each beam.
Areas NOT Subiect to Storm Surge and Wave Action (A-Zones)
· The maximum first floor elevation· shall be 8 feet above grade when using this method.
· There shall be a minimum of 4 piles in any one row.
a The minimum size and minimum depth of bury below grade of pilings and the minimum
number and size of bolts per beam connection shall comply with Figure 8.
310 Wood Frame Construction-Inland
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PILING SIZE, BURY DEPTH, AND BEAM CONNECTION FOR AREAS
NOT SUBJECT
TO STORM SURGE AND WAVE ACTION-INLAND (A-Zone)
ONE STORY STRUCTURE
Maximum
Spacing
Between Pilings
Minimum Tip Diameter of Pile and Minimum
Bury Depth Below Grade For Type of Soil
Sandy Soil Clay Soil
Minimum Beam
Connection
To Piling
8 Feet
10 Feet
8' Pile-12' Deep
8' Pile-12' Deep
10' Pile-12' Deep
10' Pile-20' Deep
2-1/2' Dia. Bolts
2-5/8' Dia. Bolts
Maximum
Spacing
Between Pilings
TWO STORY STRUCTURES
Minimum Tip Diameter of Pile and Minimum
Bury Depth Below Grade For Type of Soil
Sandy Soil Clay Soil
Minimum Beam
Connection
To Piling
8 Feet 8' Pile-12' Deep 10' Pile-20' Deep 2-5/8' Dia. Bolts
10 Feet 10' Pile-12' Deep 12' Pile-24' Deep 3-3/4' Dia. Bolts
Figure 8. Piling Size, Bury Depth, and Beam to Piling Connection
310 Wood Frame Construction-Inland
',)
First Printing
The piling shall be notched and beams shall fully bear on pigs. No more than one haft the
thickness of each piling may be notched. Bolts shall be spaced a minimum of 3 1/2 inches
apart arid shall- be located a minimum of 2 inches from the beam edge except where splices
OCCUr.
Where beams are spliced, the splice shall occur over a pile. Each beam end shall be fastened
to the pile with two bolts. These bolts shall be 5/8 inch diameter for a two story structure
having piles spaced farther than 8 feet apart. Two story structures with piles spaced 8 feet or
closer and all one story structures shall use two 1/2 inch bolts in each side of the splice. Bolts
shall be spaced a minimum of 2-1/4 inches apart and shall be located a minimum of 2 inches
from the edges and end of each beam.
Bolts, nuts, and washers shall be galvanized.
311.2(d) Beams, Stringers, and Flooe' Joists
· Beams and stringers shall be framed into the tops of pilings and shall consist of a minimum
of two 2 x 12's, having a minimum grade of no. 2.
· Beams and stringers shall be pressure treated with a wood preservative.
· Splices in beams and stringers shall occur over a piling.
· Where floor joists are set on top of beams, every other floor joist shall be attached to the beam
with an approved framing anchor.
· Where floor joists must be framed directly into beams, a joist hanger or ledger strip shall be
provided. Floor ioists shall be anchored against uplift.
· If floor joists are not continuous, the joint shall occur over a beam and there shall be a mini-
mum of a 12 inch lap, securely nailed together. For lap lengths of less than 4 feet, each side
of the lap on every other floor joist shall be fastened to the beam with an approved framing
anchor. If laps axe 4 feet or longer and are securely nailed, one framing anchor will be sufficient.
· Floor joists shall have a maximum spacing of 24 inches O.C.
· Floor joists shall have a maximum span in accordance with Figure 10.
310 Wood Frame Construction-Inland
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,)
Figure 9. Use of Wood Framing Anchor,
3 ! O Wood Fr,m,. Cnndrurtinn-lnland
First Printing
Size of
Floor Joists
2 'X 6
MAXIMUM SPANS FOR FLOOR JOISTS-INLAND
(Southern Pine or Douglas Fir)
Spacing of Grade of Lumber
Floor Joists If I tf 2 #3
16' O.C. 9-11 9-9 8-1
19.2' O.C. 9-4 9-2 7-4
24' O.C. 8-8 8-4 6-7
2X8
16' O.C. 13-1 12-10 10-3
19.2' O.C. 12-4 12-1 9-5
24' O.C. 1 !-5 I 1-0 8-5
2X!0
16' O.C. 16-9 16-5 13-1
19.2' O.C. 15-9 15-5 12-0
24' O.C. 14-7 14-0 10-9
Figure I0. Maximum Floor Joist Spans
311.3 Pier and Beam Foundation
These guidelines apply to new one and two story structures on. pier and beam type foundations.
· This type of foundation should not be used in areas subject to storm surge and wave action.
· Wood beams shall be pressure treated with a wood preservative or otherwise decay resistant.
· All piers shall have reinforcement tying the beam to the pier, and the pier to the footing. Re-
inforcement must resist both uplift and lateral forces.
· If hollow masonry units are used for piers, the cells shall be rifled with steel reinforcement and
~'out.
· Beams shall be fastened to piers in such a manner as to provide anchorage equivalent to that
required for sole plates to a slab foundation.
· Floor joists shall comply with the applicable portions of Section 311.2(d).
· The bottom of the footing pad shall be buried a minimum of 12 inches below grade.
· When the floor elevation is over 3 feet above grade, either pilings must be used, or the base
of the footing must be buried below grade as deep as the height the floor framing members are
above grade.
· Footing pads shall bc a minimum of 4~ thick and have minimum dimensions of 12' X 12'.
310 Wood Frame Construction-Inland
_)
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Where hollow masonry piers are used to elevate a structure between three and eight feet, the
following method may be used.
Subsurface support shall either be provided by:
A standard piling driven 12 feet deep with a reinforced concrete cap poured'over and
around the top of the piling, with additional anchorage provided by dowels in the top of
the piling;
or
2. A hole 12 feet deep, and a minimum of 12 inches in diameter, poured with reinforced
concrete.
Masonry piers are then built on top of this concrete. Hollow masonry units shall be vertically
reinforced with a minimum of four no. 4 bars and completely filled with concrete. Vertical re-
inforcement in piers shall be lapped a minimum of 18 inches with the subsurface reinforcement.
Beams at the top of piers shall be securely anchored to the steel reinforcement in the piers.
If it is impossible to anchor piers to footings, one alternate method would be to construct an
additional anchor between each pier. This is accomplished by digging a Y x Y x 3' hole and
fig it a minimum of I foot deep with' reinforced concrete. Embed a corrosion-resistant
length of angle iron, or 4' x 4' (minimum) treated lumber into the concrete. The angle iron
shall have a 90 degree bend in the bottom, and the lumber shall have some type of dowel in
the end, or some other method shall be provided to anchor the iron or lumber against uplift.
The angle iron or wood post shall be fastened to the beam with a minimum of two 1/2 inch
bolts, or shall be othenvise securely fastened. The remainder of the hole shall be filled back in.
One of these anchors shall be installed between each pier, with a maximum spacing of 10 feet
between each anchor.
· Another alternate method which will be accepted when the structure is elevated less than three
feet above grade is as followS. Dig a belted hole a minimum of 36 inches deep, a minimum of
24 inches wide at the bottom, and a maximum of 12 inches wide at the top. Place a treated
wood or corrosion-resistant steel pier in the hole and fall the hole with concrete and reinforce-
ment. The column shall have some type of dowel or horizontal protrusions near its bottom
to anchor against uplift. The pier shall have a minimum width of 6 inches. The beam shall be
securely anchored to the top of this pier. The maximum spacing between piers shall be 10 feet.
· Small temporary buildings or portable buildings which have an area of less than 200 square feet
and which are elevated less than 12 inches above grade may be anchored by the following
method. Dig a 2' x 2' x 2' hole at each comer, fill the hole at least I foot deep with concrete,
and embed a I 1/2' x I 1/2' x 1/4' angle iron or a 2 inch x 1/4 inch steel strap. Straps or an-
chors shall be corrosion-resistant. Straps or angles shall have a 90 degree bend at the bottom
to anchor them against uplift. Straps or anchors shall be securely fastened to each comer of
the building. Temporary or portable buildings having an area greater than 200 square feet shah
be anchored by one of the previously outlined methods.
· If none of these methods can be used, the installation of approved mobile home tie-downs
may be accepted. Generally, 48 inch long tie-downs installed at each exterior pier as per their
manufacturer's instructions with a minimum of one tie-down for each 6 feet of wall length,
will be acceptable.
· For small structures or structures which are relocated, alternate methods may be approved.
Contact local field office.
310 Wood Frame Construction-inland
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Beam or Gird
do i5 t or Beam
:-'L' ': rJ'-
~,~ I J
\\~ ) '
Figure I I.
Pier and Beam Foundation
I"le tal Fr, am';n9
Flncho~
r'le t al Ftnc hop
CoPic i-e
Co |~
te B,ock
c r'e te
Foo ring
M;n ;mum 12"
Foot
x 12"
310 Wood Frame f*nndr. Hinn-lnlend
First Printing
311.4 Bearing Wall Footings
Where bearing wall. footings arc used, they shall meet the following guidelines. This type of foun-
dation should not be used in areas subject to storm surge and wave action.
· The base of the .footing shall be buried a minimum of 12 inches below grade.
· The base of the footing shall have a minimum width of 12 inches for one story structures, 15
inches for two story structures, and 18 inches for three story structures, and a minimum
thickness of 6 inches.
· 1/2 inch (minimum) anchor bolts, spaced a maximum of 6 feet O.C., shall be provided.
· An anchor bolt shall be located not more than 12 inches from each comer, and not more than
18 inches from the end joints in sills.
· Anchor bolts shall be embedded a minimum of 7 inches into a monolithic concrete bearing
wall footing, and a minimum of 15 inches into a reinforced masonry unit wall footing.
· Masonry wall footings shall be reinforced and shall be securely anchored to the footing base.
· Floor joists shall comply with the applicable portions of Section 311.2(d).
3 12 Framing
312.1 Lumber
· All lumber shall be identified by the grade mark of a lumber grading or inspection bureau or
agency approved by the American Lumber Standards Committee.
· All lumber members 2 inches or le~s in thickness shall contain not more than 19 percent
moisture content at the time of permanent incorporation into a building or structure. Per-
manent incorporation occurs when lumber is cut to size and nailed in place.
· If framing is found to have a moisture content higher than 19% at the time ofthe first framing
inspection, that structure will not be able to be approved by our inspectors. The structure
would still be able to be certified by a Texas ~gistered professional engineer.
· Standard and utility grade lumber shall not be used for any load carrying purposes.
· All load bearing lumber shall be Southern Pine or Douglas Fir, or another species having
equivalent or greater strength.
3 12.2 Fasteners
· All fasteners shall be U.S. manufactured hot dipped, electrically, or mechanically galvanized
steel or stainless steel.
· Power and mechanically driven fasteners shall be manufactured by members of TIle Interns-
tional Staple, Nail, and Tool ,4ssodatlon.
312.3 Wall Framing and Framing Anchors
· Sole plates for all exterior walls shall be of pressure treated lumber, or shall be provided with
an approved vapor barrier beneath them.
· Except as noted below, all 2 x 4 studs shall be spaced a maximum of 16 inches O.C., and 2 x
6 studs shall be spaced a maximum of 24 inches O.C.
310 Wood Frame Construction-Inland
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In three-stoW buildings, studs in the first story shall be not less than 3 x 4 inches or 2 x 6
inches, spaced a maximum of 16 inches O.C.
Studs shall have a minimum grade of stud or #3.
Studs shah be capped with double top plates. Joints in doubled top plates shall be staggered.
The following connections shall have an approved corrosion resistant framing anchor (hurri-
cane clip):
1. Every other rafter to both plates of doubled top plate or to stud below.
2. Every other stud to both plates of doubled top plate or to rafter above.
3. Every other stud to the sole plate.
At each of these connections, a framing anchor which is rated by its manufacturer to provide
a minimum of 300 pounds uplift resistance shah be installed.
Framing anchors shall be installed exactly as recommended by their manufacturer. Nails shall
be corrosion resistant and of the size recommended by the manufacturer of the framing anchor.
Unless recommended otherwise, there shall be a minimum of four nails in each member being
clipped together.
Framing anchors shall be located to form continuous lines of anchorage, from the rafter down
to the sole plate. This means that framing anchors must be installed at the top and bottom
of the same stud.
Framing anchors may be constructed of pieces of lumber if an adequate number of nails are
used and the nails are perpendicular to the direction of the load (in shear, not in withdrawal).
Where framing anchors are of lumber, they shall be installed at every member, rather than at
alternate members.
At gable ends, at least every other gable stud shall be attached to the doubled top plate and the
rafter with a framing anchor.
Interior load bearing walls shall have 2 X 4 studs spaced 16 O.C. Load bearing walls are walls
which are subject to either vertical or horizontal forces.
Walls which are perpendicular to exterior walls and are used to brace those exterior walls (as
specified in Section 312.6) are subject to horizontal loads and are classified as load bearing
walls. Other interior walls which intersect exterior walls and are at least 6 feet long are also
subiect to horizontal loads (due to diaphragm action of the sheet rock even though normal
wall bracing may not be present) and are classified as load bearing walls. These types of load
bearing walls shall be anchored to the foundation as specified in Section 311.l(a) for at least
the first 10 feet from the exterior wall.
Walls which are used to brace rafters which would be overspanned without the braces are
subiect to vertical loads and are classified as load bearing walls. Where rafter braces are tied
to interior load bearing walls, the stud on each side of the brace shall be anchored to the top
plate and to the sole plate with a framing anchor as specified above. Where the brace falls di-
rectly over a stud, or a stud is added directly below the brace, the brace may be strapped di-
rectly to that stud, and only that stud need be anchored to the sole plate. The sole plate shah
be anchored to the foundation as specified in Section 311.l(a) for a distance of at least 5 feet
on each side of these studs. One standard anchor bolt or drilled or chemical anchor on each
side of this location will be acceptable.
Where rafter braces are tied to ceiling joists, the walls which these joists rest on and are an-
chored to are classified as load bearing walls. However, since the loads are smaller, no addi-
tional framing anchors on the studs or special anchorage of the sole plate will be necessary.
Interior non-load bearing walls may have studs spaced up to 28 inches O.C. Non-load bearing
walls are walls which are not subject to any horizontal or vertical forces and do not fall into
any of the above categories.
310 Wood Frame Construction-Inland
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I Figure 12.
Connecting Gable Studs to Rafter and Top Plate
First Printing
312.4 Roof Framing Members (Rafters)
a RaCers shall he sized and spaced for a 31.25 pound per square foot upli~ wind load for struc-
tures less than 30 feet high. The following table shall be used to size and space rafters.
RAFTER SPAN TABLE-INLAND
RaRer Size SpacinR (in O.C.) #1 Grade #2 Grade #3 Grade
2X6
12 13'-7' 13'-4' 12'-8'
16 12'-4' 12'-1' 11'~'
19.2 I1'-7' 11'-4' 10'-6'
24 10'-9' I0'-7' 9'-5'
2X8
12 17'-10' 17'-6' 16'-9'
16 16'-3' 15'-11' 15'4'
19.2 15'-4' 15'~' 13'-10'
24 14'-2' 13'-11' 12'-5'
2XI0
12 22'-9' 22'-4' 21'-4'
16 20'-8' 20'-3' 19'-5'
19.2 19'-5' 19'-1o 17'-9'
24 18'-1' 17'-9' 15'-9'
Figure 13. Maximum Rafter Spans
310 Wood Frame Construction-Inland
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Rafters on the windward side of roofs with slopes greater than 30 degrees (6.9 in 12) shall be
sized and spaced to withstand an inward force of 25 pounds per square foot.
At eaves and overhang, railera must be sized and spaced to resist a 50 pound per square foot
uplift wind load, if less than 30 feet high.
Rafters shall be spaced a maximum of 24 inches on center.
If it is not possible to have rafters meet this span table, at least every third rafter shall be tied
to joists or partitions directly below with a I x 6 or equivalent at midpoints of rafters 20 feet
or less in length, or at third points of rafters over 20 feet in length. Rafter braces shall form as
close as possible to a 90 degree angle with the rafters. RaRer braces shall be installed so as to
resist uplift (nailed in shear or fastened with framing anchors at each end).
Each ceiling joist which is used to brace a rafter shall be anchored against uplift at each end.
This may be accomplished by nailing in shear to a rafter which is fastened to the top plate with
a framing anchor, or fastening the ceiling joist directly to the top plate with a framing anchor.
The framing anchors at one end of the ceiling joists may be omitted if a beam or strongback
is run over the ceiling joists, and this beam is securely anchored 'to a load-bearing wall at each
end. (Usually, at least one end is anchored to an exterior wall.) This paragraph applies when
braces are tied directly to rafters and ceiling joists. When a strongback/purlin tie system is
used, see the following paragraph.
Where a strongback and/or purlin tie system is used, the following shall apply:
The purlins and strongbacks or ceiling joists shall be tied together using a minimum of a
1 x 6 or equivalent.
Rafters, purlins, ties, strongbacks, ceiling joists, and load-bearing walls shall be anchored
against uplift at a minimum spacing of every third rafter.
Ceiling joists shall be anchored to a load-bearing wall or nailed in shear to rafters at both
ends.
Load-beating walls shall be properly anchored to the foundation as specified in Section
312.3.
· Ridge beams shall be sized at least one nominal size larger than the rafters.
· I x 6 collar beams (rafter ties) or their equivalent shall be installed between every other pair
of rafters. Collar beams shall be located in the upper third of the roof height.
· Ceiling joists and rafters shall be nailed to each other where possible.
· Ceiling joists shall be continuous, or where they meet over interior partitions, shall be securely
joined (minimum of three 16d nails) to provide a continuous tie across the building.
· In buildings 20 feet or more in width, where rafters cannot be nailed directly to ceiling joists
because the joists are perpendicular to the rafters, the foot of at least every third rafter shall
be tied to at least the fast four adjacent ceiling joists with wood or metal ties attached to each
joist.
Where a plywood roof deck is not used (for example, on a wood shingle or metal roof), the
ridge beam shall be braced at a 45 degree angle down to either a perpendicular end or interior
wall top plate, or to a parallel exterior wall top plate, with the brace nailed to each rafter where
they cross.
310 Wood Frame Construction-Inland
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RaF
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Figure 14. Tying Raftera to Perpendicular Ce;linI Joimt~
_1l I O Wnnd Frame I"nn~l'r,w4;na_!.l,Rd
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312.5 Roof Framing Members (Trusses)
All wood trusses shall be' designed and certified by a Texas registered professional engineer.
Roof trusses shall be designed to withstand the same wind pressures as rafters. For structures
less than 30 feet high, these are 31.25 pounds per square foot upliR for all roofs, and 25 pounds
per square foot inward force for the windward slope of roofs with a slope of greater than 30
degrees. Eaves and overhangs shall be designed to resist a 50 pounds per square foot uplift
load.
The contractor shall furnish a sealed truss certificate to the State Board of Insurance, preferably
prior to installation. The certificate shall include the following information:
1. The design wind uplift pressure in pounds per square foot. (and inward pressure, if ap-
plicable)
2. The anchorage force required at each bearing point.
3. The length, size, and grade of each pi0ce of lumber in the truss.
4. The location and type of any bracing which is necessary.
5. A statement similar to the following: 'I'his truss design meets or exceeds the Texas Ca-
tastrophe Property Insurance Association requirements for windstorm resistant con-
struction. The windload used in this design is PSF.
6. The name and telephone number of the truss fabricator.
7. The name and telephone number of the design engineer.
The State Board of Insurance reserves the right to request additional information and sup-
porting calculations.
* Trusses shall be braced and anchored as specified on the truss certificate.
· The truss installation packet shall be on the jobsite for the inspector.
· Trusses shall not be altered from their original design condition.
· Floor trusses generally need not'be designed for uplift. When floor truss certificates are sub-
mitted, they shall clearly be identified as such.
312.6 Comer and Wall Bracing
· Comer bracing shall be accomplished by one of the following methods. When using methods
1, 2, or 3, one brace shall be installed for each 18 feet of wall with a minimum of one brace
at each comer per wall. Staples may not be used to apply comer or wall bracing.
1. Minimum 15/32 inch ,4P/I or TIECO rated panels (plywood, waferboard, or OSB) nailed
with 6d nails spaced 6 inches O.C. along each panel edge and 12 inches O.C. along each
interior studs.
2. I x 4 diagonal brace let in to studs, bottom plate, and lower plate of doubled top plate,
and nailed with a minimum of two 8d nails at each intersection with a stud or plate. The
brace shall be installed at a 45 degree angle and must fit tightly into the slots cut into the
studs. If an opening prevents a single long brace from being installed, two shorter braces
may be let in to the studs in a K pattern (see Figure ! 5).
3. S.B.C.C.I. listed let-in type metal brace installed at a 45 degree angle and nailed as per the
manufacturer's instructions.
310 Wood Frame Construction-Inland
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Diagonal wood board sheathing applied over the entire wall. Boards shall be a minimum
of 5/8 inch thick and each board shall be nailed with two 8d nails at each stud crossing
and three-Sd nails at each end. Horizontal and vertical board sheathing are not a substi-
tute for comer bracing.
Shear walls (entire wall sheathed with plywood or siding) may also be used as comer
bracing. Generally, ff two complete sheets of approved sheathing or siding (no holes cut
in them) are used for each required brace, sufficient strength will be achieved. Nailing
should be with 8d nails spaced every 6 inches around the panel edges and every 12 inches
along interior studs. Plywood or siding shall have a minimum thickness of 3/8'. Consul-
tation with the Engineering Staff or the local field office of the State Board of Insurance
is recommended.
In addition, exterior walls greater than 24 feet in length shah be braced by interior walls greater
than 6 feet in length where they intersect the exterior wall. The brace shall be installed as close
to the exterior wall as possible. All exterior wails shall have one such brace installed for each
10 feet in length over 24 feet, at a minimum (unless there are no intersecting walls). Any of the
above methods may be used. At this location only, S.B.C.C.L listed flat metal straps installed
in a X pattem will also ,be accepted. These.interior load bearing walls shall be anchored to the
'foundation as specified in Section 311.l(a).
310 Wood Frame Construction-Inland
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D~agonal Br'ace
Figure 15. Let-in Diagonal Corner Brecing
3 10 Wood Frame Construction-Inland
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a
Diagonal
(
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Exter,;oF
16' o..
Figure 16. Interior Well Bracing tn Exterior Wall
310 Wood Frame Construction-Inland
312.7 Framing Around Openings
·
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Headers-shall .he provided over each opening in walls Carrying vertical loads.
Headers may be two"p'.w. ees of nominal 2 inch lumber set on edge and nailed together or may
be of solid lumber-of equivalent size. Other types of beams may be used if they are equivalent.
Wood trusses will be acceptable only if properly designed and installed.
Size of headers in exterior walls shall comply with the following table:
MAXIMUM ALLOWABLE SPANS FOR HEADERS
(No. 2 Lumber)
Size of Header
Double 2 X 4 or 4 X 4
Double 2 X 6 or 4 X 6
Double 2 X 8 or 4 X 8
Double 2 X 10 or 4 X 10
Double 2 X 12 or 4 X 12
Maximum Span
4'-0"
6'-0'
8'-0"
10"-0'
12'-0"
Figure 17. Maximum Spans for Headers
· Two 2 X 12's with a minimum 15/32' piece of plywood properly glued and nailed between
them may span up to 14 feet.
· Two 2 X 12's 'with plywo0d sandwiched as above and either the entire interior or exterior wall
sheathed in minimum 15/32' plywood may span up to 16 feet.
· Two 2 X 12's with plywood sandwiched as above and both the entire interior and exterior wall
sheathed in minimum 15/32' plywood may span up to 18 feet.
· Special types of beams, such as glulam, ~itch (steel sandwiched between lumber), box beam,
truss, etc., will be acceptable if prope~y designed and installed.
· There shall be a wall stud directly on each side of the header. The wall stud shall be connected
to the sole plate and doubled top plate with framing anchors installed as per Section 312.3.
· The header shall be nailed to the adjacent studs.
· Headers less than 6 feet long shall be supported upon a minimum of one header (trimmer) stud
at each end, except headers less than 3 feet long may be supported by a framing anchor at each
end.
· Headers longer than 6 feet in length shall be supported by a minimum of two header (trimmer)
studs at each end.
· For headers 9' or less in length, one header (trimmer) stud on each end shall be anchored to
the sole plate as per Section 312.3 and to the header with an approved framing anchor or strap.
3 10 Wood Frame Construction-Inland
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* For headers over 9' in length, both header (trimmer) studs at each end shall be anchored to the
sole plate and the header as specified above.
· * If the header does not extend completely to the double top plate, cripple studs shall be pro-
vided, spaced 16 inches O.C. with approved framing anchors or straps fastening every other
stud to the top plates and the header.
, If the header extends completely to the double top plate it shall be fastened to the top plates
every 32 inches with an approved framing anchor or strap.
· Headers located in load bearing interior walls which are subject to small uplift loads shall only
be required to have one set of framing anchors installed at each end.
· Openings in non-load bearing partitions may be framed with single studs and headers.
310 Wood Frame Construction-Inland
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310 Wood Frame Construction-Inland
312.8 Windows
·
·
·
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Wall framing around windows shall be adequate to hold the window in place..
Headers above windows shall comply with Section 312.7.
Windows shall be fastened using a minimum of a 4d box or common naj]s or a minimum of
a 16 gauge staple having a minimum !-i/2 inch leg length and minimum 7/16 inch crown
width.
Fasteners shah be spaced a maximum of 12 inches O.C. on all four sides of the window.
Manufacturer's instructions shall be followed if they are more stringent than the above guide-
lines.
Fasteners shall not be overdriven.
Fasteners shall be galvanized steel or aluminum. Aluminum fasteners should be used with
aluminum window frames.
· Check with field offices for very large or irregular windows.
· When the size or number of windows prevents normal guidelines from being followed, the
structure will generally have to be designed by a professional engineer.
312.9 Awnings or Overhangs.
· Awnings or overhangs over 4 feet wide shall be securely anchored to the foundation using
framing anchors, posts, and post anchors rated to withstand upli~.
· Awnings and overhangs shall be designed to withstand 50 pounds per square foot uplift force.
· The uplift anchorage per post may be calculated using the following formula:
L = length of overhang
W = width of overhang
P = number of posts used.
Anchorage required per post = L x W x 28
P
Or in plain English, the anchorage required per post is equal to the length of the awning
times the width of the awning times 28 and that total divided by the number of posts in-
tended to be used.
An approved anchor shall be used at the top and bottom of each post or column. This anchor
shah be rated for UPLIFT an amount at least as great as the calculated anchorage.
Where two entixe sides of the awning or overhang are supported by wails, the uplh"t anchorage
per post may be calculated using the following formula:
Anchorage required per post = L x W x 17 P
3 10 Wood Frame Construction-Inland
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_)
i Filure 19. AnchorinI Pose to Slab
310 Wood Frame Construction-Inland
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312.10 Two Story Wood Framing
· Two story structures shall have continuous anchorage from the studs of the top floor through
the sole plate, flooring, band joist or joist header, and doubled top plate, to the studs of the
lower floor.
· This is best accomplished by a single connector known as a floor tie anchor, which fastens
directly to.the studs of the upper and lower floors and connects them together. As an alternate,
connectors known as hold down, anchor down, or tie down anchors will be accepted when
anchors are bolted to the upper and lower studs, and then bolted together. When one of the
above mentioned anchors is used, and that anchor is rated to provide a minimum of 1000
pounds anchoring force, one such anchor or set of anchors shall be installed as per the man-
ufacturer's recommendation on every fourth pair of studs. Normal framing anchors are not
required at locations where these anchors are used, but shall be installed at the top of upper .
studs being anchored in this way, and at the top and bottom of the second stud over from the
stud being anchored in this way.
· An acceptable alternative to these anchors is to tie the floors together using a flat metal strap
from stud across the band joist or joist header. When an approved metal strap is rated by its
manufacturer to provide a minimum of 500 pounds anchorage, one such strap shall be installed
as per the manufacturer's recommendations across every other pair of studs. There shall be a
sufficient number of nails into the studs (not counting nails in band joist or joist header) to
develop the rated strength. Straps shall be galvanized or otherwise corrosion resistant.
· Another acceptable method will be to use lag bolts to bolt the sole plate and top plates to the
joist header or band joist. Lag bolts shall be a minimum of 3/8 inch in diameter and a mini-
mum of 4 inches long where boltjag through a sole plate and a minimum of 5 inches long
where boltjag through a doubled top plate. These lag bolts shall be spaced a maximum of 2
feet O.C., and shall be installed with a minimum of a one inch washer.
· A fourth method which will be accepted uses sheets of plywood to tie the floors together. The
walls are completely sheathed in ply~iood, with the sheets staggered such that alternate. sheets
extend a minimum of 18 inches above the sole plate of the upper wall and the adjacent sheet
extends a minimum of 18 inches below the top plate of the lower wall. See figure 22.
Plywood shall have a minimum thickness of 15/32 inch, and shall be nailed to the framing with
8d nails spaced every 4 inches along each stud within the first 18-20 inches from each plate,
and along each plate, and nailed as for regular wall sheathing for the remainder of the wall.
· All of the above methods are in addition to the required nailing of the sole plate and top plates
to the joist header or band joists using a minimum of 16d nails spaced 16 inches O.C.
· In addition to exterior walls having to be tied down, interior walls which carry uplift loads from
the roof shall also be anchored down. Two ways this may be accomplished are as follows:
I. Use a minimum of 3/8 inch lag bolts, minimum of 4 inches long, spaced a maximum of
4 feet O.C., to bolt the sole plate through the floor deck to a floor joist below,
or
2. Cut small holes in the floor deck and use a strap over the sole plate to connect it to a floor
joist below, also at 4 feet O.C.
310 Wood Frame Construction-Inland
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Figure 20. Tying Stories Together Using An Anchor
310 Wood Frame Construction-Inland
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Figure 2 I. Tying Stories Together Using Straps
310 Wood Frame Construction-Inland
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Figure 22. Tying Stories Together Using Plyweed ]
310 Wood Frame Construction-Inland
312. I I Notches and Holes in Joists
·
·
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Notches on tl~ ends of joists shall not exceed one fourth the depth.
Holes bored for pipei 6r cable shall not be within two (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.
Notches for pipes in the top or bottom of joists shall not exceed one sixth the depth of the joist
and shall not be located in the middle third of the span.
313 Exterior Coverings
313. I Plywood Panel Siding (including 303 and T-II l)
· All siding must be properly rated by an approved agency for the application being used.
· Siding 1/2 inch thick or less shall be nailed to studs with 6d nails.
· Siding thicker than 1/2 inch shall be nailed to studs using 8d nails (this will include T-111).
· Nails shall be spaced every 6 inches along all panel edges and every 12 inches along all interior
studs.
Nails shall be hot dipped galvanized, stainless steel, aluminum, or electrically or mechanically
galvanized steel with plating which meets or exceeds the thickness requirements of ,4STM/1641
Class 2 coatings.
Building paper shall be installed if pineIs are applied directly to studs unless panel edges are
shiplapped, battened, or caulked.
Different sizes and spacing of fasteners may be required if the siding is being used as a shear
wall.
313.2 Lap Siding
· Lap siding shah be fastened to each stud with 8d nails in compliance with the following table:
NAILING OF BOARD SIDING-INLAND
Width of Board
I x 8 or less
Over I x 8
8d Nails Per Stud
Two Per Stud
Three Per Stud
Figure 23. Nailing of Board Siding [
The recommendation of the siding manufacturer shall be followed if additional nailing is
specified.
310 Wt~d I~rnmp Cnnefrnrtlnn.|n|nnd
313.3 Brick Veneer or Stone Veneer
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·
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This seaSon applies to non-load beating brick or stone veneer only.
Brick veneer sh~lI b~ ~pplled over properly rated solid wail sheathing (plywood, fiberboard,
insulating boael, dc.).
· Waterproof btfilding paper shall be applied over the wail sheathing unless sheathing is water
repe!lant.
· A moistur~ barrier ~uch as flashing or felt shall be applied to at least the lowest 12 inches of
the wall muds and shall extend under the brick starter course a minimum of one inch.
· Weep holes shall be provided in the bottom course of bricks at least every 4 feet.
· Provide a minimum I inch air space between masom'y and wall sheathing.
· Masonry shall be tied to the wood framing with corrosion-resistant metal brick flea. Brick ties
shall be spaced a maximum of I6 inches vertically along each stud when studs arc spaced
O-C., and' 12 inches vertically along each stud when studs are spaced 24' S.C.
· Veneer tics shall be minimum 22 gauge corrugated sheet metal, minimum number 6 gauge wire
with a minimum of 2 inch hook embedded in mortar, or other equivalent fastener.
· Mortar shall be placed on sheet metal veneer ti~ Zo prevent wall from collapsing inwaxd.
· Wall sheatMng beneath brick veneer shall be applied in the same maxmar as for plygood siding,
except that 16 gage galvanized staples with a minimum 7/16 inch crown width and 2 inch leg
lengths may be substituted for 6d nails, and 14 or 15 gauge galvanized staples with 7/16' ca-own
width and 2 inch leg length may be substituted for &i nails, where the sheathing is not used
3 13.4 Stucco.
· Stucco shall be appficd over propedy ratc~l plywood wall sheathing, or other rofid wall type,
Building paper shaJl be applied over the wall sheathing.
Lath for stucco must be galvanized or other approvcd corrosion resls'amt material.
Lath shall be fastened with 8d galvanized nails, driven and clinched over, or 11/2 inch shingle
nails with heads larger enough to prevent the lath fwm slipping over the ~ head. Nails shah
be spaced a maximum of 16 inches along each stud. As an sitemate galvanized 16 gauge staples
with a minimum I 1/2 inch leg length and 7/16 inch crown width, spaced ever). 6 inches hor-
izontally and vertically, may be used to fasten lath.
The finished stucco shall have a minimum thickness of 5/8 inch.
313.5 Vinyi,-Mumhum, and Steel Siding.
Vinyl, aluminum, and steel siding shall be installed as per the manufaeturer's recommendation for
~gh wind ereas. Contractor shall furnish manufacturcr's specification upon request. Documents-
lion by testing may be required. Contact the local field ofTice for approved types and applications.
310 Wood Frame Construction-Inland 56
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3 13.6 Attic Vents
For gabled and hipped roofs, ventilation shah be provided to furnish cross ventilation of each sep-
arate space with wither protected vents. Flat roofs shall be ventilated along the overhanging caves.
Equal vent areas should be phced on opposite sides of the structure to allow cross-ventilation.
313.7 Roof Decking and Roof Covering
Refer to Section 370, Roofing, for requirements applicable to roof decking and roof coveting.
314 Mechanical and Exterior Equipment
3 14. I Exterior Air Conditioner Equipment
· All exterior air conditioning equipment shall be securely fastened to either the adjacent struc-
ture or to a suitable pad or platform.
a Square units shall be fastened at a minimum of four locations. Round units shall be fastened
at a minimum of three locations.
Concrete pads shall weigh a minimum of 90 pounds. If all sides and the top of the air condi-
tioner unit are not open, a heavier pad will be required.
The unit shall be secured to the pad with cast in place anchor bolts, powder actuated fasteners,
or drilled anchor bolts. A minimum of 22 gauge galvartized steel straps may also be used to
anchor units to pads.
If the air conditioner unit is to rest on a cantilevered platform built on to an elevated structure,
the cantilever beams shall extend under (or into) the structure a minimum of twice as far as
the beams extend out. Beams shall be securely nailed or fastened to floor joists or other suit-
able structural members.
Wood platforms built to stand alone will also be accepted ff they are properly constructed to
withstand wind loads and are adequately anchored to the ground.
In all cases, air conditioner units must be correctly bolted to their platform.
Air conditioner equipment on top of built-up roofs shall be securely fastened to a platform or
blocking which is, a a minimum, embedded in hot asphalt, or anchored in another approved
method.
314.2 Other Exterior Equipment
All other exterior equipment, such as floodlights, turbine vents, propane tanks, swimming pool
filters, and water cooling towers, shall be sufficiently anchored to the structure or an adequate
foundation to resist applicable wind loads.
310 Wood Frame Construction-Inland
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320 Masonry Construction-Inland
The following will apply to one and two story rectangular masonry structures.
321
·
·
·
Masonry structures shall only be constructed on slab-on-grade type foundations.
Slab shall be reinforced.
1/2 inch diameter (no. 4 bar) tie-downs shall be embedded a minimum of 6 inches into the
footing and shall have a standard 90 degree hook in each end.
Tie-downs shall be spaced as per Section 322.
When tie-downs are spliced, foundation tie-downs shall lap wall tie-downs a minimum of 15
inches.
3 2 2 Masonry Walls
322.1 General Requirements
· Masonry units shall have a minimum nominal thickness .of 8 inches, except 6 inch solid
masonry blocks may be used for walls a maximum of 8 feet high.
· Type M or S mortar shall be used.
· A bond beam of the size specified shall be provided at all floor levels and at the roof level.
· Vertical tie-downs consisting of a minimum of one no. 4 bar shall be provided, and shall be
spaced as per Section 322.2 or 322.3.
· Tie-downs shall be embedded a minimum of 6 inches into the top bond beam with a 90 degree
hook in the end. The bond beam tie-down and the wall tie-down shall be lapped a minimum
of 15 inches.
· Comer cells of one-.story walls shall have one tie-down in them. Comer cells of two-story walls
shall have two no. 4 bars in them or one bar each in the two cells nearest the comer.
Cells or cavities containing tie downs shall be completely filled with grout.
If stack bond is used. a minimum of 9 gauge joint reinforcement shall be placed in every other
course.
320 Masonry Construction-Inland
322.2 Solid Masonry
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Bond beams shall be cast in place and shall have a minimum width of 5-1/2 inches (or width
of wall) and a minimum height of 8 inches.
Bond beams shall'be reinforced with two #5 (5/8") bars (one each top and bottom, located
I-I/2 inches from the top and bottom of bond beam).
Vertical tie-downs shall be spaced a maximum of 8 feet apart, with tie-downs spaced as evenly
as possible if closer spacing is used.
Vertical tie-downs may be spaced up to 11 feet apart if 12 inch high bond beams are used, with
reinforcement as above.
""~:~;~"320Masonrv Construction-Inland
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BEAM
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Figure 24. Solid Masimry Wain
320 MeL, om~ Constr,dlo.-I nlm~l
322.3 Hollow Masonry
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Bond beams shall be fdled masonry units having a width of 7-5/8 inches and a height of 7-5/8
inches at a minimum.
· Bond beams shall be reinforced with two no. 5 (5/8') bars (one each at top and bottom of filled
portion of masonry unit, with top bar !- I/2 inches below the top of bond beam).
· As an alternate, two no. 4 bars may be substituted for EACIt no. 5 bar (4 bars total required).
· Vertical tie-downs shall be spaced a maximum of 4 feet apart, with tie-downs spaced as evenly
as possible if closer spacing is used.
· Vertical tie-downs may be spaced a maximum of 8 feet apart if the bond beam consists of two
filled masonry units, with one no. 5 bar in the bottom of the lower filled masonry unit, and
another no. 5 bar I 1/2 inches from the top in the top fdled masonry unit (or two no. 4 bars
in each of those locations - 4 in all). When the bond beam consists of two fdled masonry units,
the upper and lower units shall be tied together.
, 320 Masonry Construction-Inland
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t/t' OZfU1lTllt IOt. T q' O.C.
NI ~h -efhe~f
I I ~'1 I I'1,
I
I II i I I I'1
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I I
I
i
I IIII ' II
I
I I I I I I I
I ! [ ! I I I
_Ha I I T -
deN~ spaced If' ®.c, t3e, eefed Cells
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~~ I le4 Ileek
FOOTING OIl CI3RTZNUOUl
CONGo I"l:b,IT~t.
- 8/8'
IONO Ilell tilTfilL
Figure 25. Hollow Masonry Walls
320 Masonry Construction-Inland
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322.4 Roof Framing to Exterior Wall Masonry Connections.
Roof framing memT~ers shall be anchored to the exterior masonry wall bond beam by one of the
following methods. Anchors and ties shall be so arranged as to form continuous ties between op-
posite masonry walls.
322.4(a) Top Plate Bolted to Exterior Wall
The top plate shall be bolted to the bond beam with 1/2 inch bolts embedded a minimum of
6 inches into the bond beam.
· A minimum of 1-3/8 inch diameter by !/8 inch thick washers shall be used.
· The top plate shall consist of one 2 x 6 or two 2 x 4's bolted every 48 inches to the bond beam
below.
At least one beam, joist, rafter, or truss in every 4 feet and every trimmer shall be anchored to
the top plate (or both plates) with an approved corrosion-resistant framing anchor (hurricane
clip). Refer to .Section 312.3. Depending upon the design, every truss may have to be anchored
to the top plate.
Beams, joists, girders, or other concentrated loads shall have at least 4 inches of bearing on the
top plate.
322.4(b) Roof Framing Members Connected Directly to Bond Beam at Exterior Wall
At least one beam, joist, rafter, or truss in every 4 feet and every trimmer and girder shall be
anchored to the bond beam using manufactured fasteners approved for such use. Fasteners
shall be rated to provide a minimum of 500 pounds resistace to uplift. Fasteners shall also
be capable of resisting lateral loads. Fasteners shall be installed as per the manufacturer's rec-
ommendations. Depending upon the design, every truss may have to be anchored to the bond
· Beams, joists, girders, or other concentrated loads shall have at least 4 inches of bearing on
solid masonry wail.
322.5 Other Roof Framing Connections
Where beams, girders, joists, rafters and trimmers rest on interior walls and colunms, they shah
be anchored in conformance with either Section 322.4(a) or Section 322.4(b). Where interior
walls have no bond beam on top, framing members may be anchored using 1/2 inch bolts or
straps embedded a minimum of 15 inches into the masonry.
Each end of a tamer, beam, or joist that is supported by a girder shah be supported or tied
in an approved manner to such girder or to the tamer, beam, or joist correspondingly sup-
ported from the opposite side of such girder.
Where roof joists or beams run parallel to masonry walls, the walls shall be tied to at least the
first 4 adjacent joists or beams with metal ties securely fastened to each joist or beam and
embedded in the wall. The maximum spacing of these ties shah be 8 feet for residential struc-
tures and 6 feet for other structures.
320 Masonry Construction-Inland 63
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322.6 Floor Framing Members
At least one ~6or joist, beam. or other floor framing member in every 6 feet shall be anchored
to the masonry wall ~vi.th an approved metal anchor. These members shall provide continuous
ties across the structure to the opposite masortry wall.
When floor joists or beams run parallel to masonry walls, the walls shall be tied to at least the
first 4 adjacent joists or beams with metal ties securely fastened to each joist or beam and
embedded in the wall. The maximum spacing of these ties shall be 8 feet for residential struc-
tures and 6 feet for other structures.
322.7 Openings
Masonry above any openings shall be supported by either a well buttressed arch, a masonry
bond beam, or a lintel of corrosion-resistant metal.
Openings 6 to 12 feet wide shall have reinforcement consisting of one no. 5 bar on each side
in the masonry. Openings larger than 12 feet wide shall have two no. 5 bars or one no. 7 bar
located on each side in the masonry. Cavities or cells containing reinforcement shall be com-
pletely filled with gout. Bars shall be lapped with tie-downs in the bond beam and the foun-
dation.
322.8 Masonry Veneer
· Masonry veneer shall not be assumed to carry any load other than its own weight.
· Masonry veneer shah be tied to the masonry wall using corrosion-resistant metal ties spaced
a maximum of 16 inches O.C. verticilly and horizontally.
· Veneer ties shall be 22 gauge (or greater) corrugated sheet metal, or number 6 gauge (or greater)
wire.
· Ties shall be embedded in the mortar of both the wall and the veneer.
· Mortar shall be placed on sheet metal ties to prevent the veneer from collapsing inward.
323 Exterior and Mechanical Equipment.
All exterior and mechanical equipment which is exposed shall be anchored in conformance with
Section 314.
320 Masonry Con~ruction-lnland 64
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330 Metal Construction-Inland
331 Manufactured Metal Structures
Manufactured metal buildings and other structures shall be designed by a Texas registered profes-
sional engineer for the wind loads specified in the introduction. Refer to Section 140 to determine
what types of metal buildings the State Board of Insurance will inspect. The contractor shall furnish
a certificate of design and installation instructions to the State Board of Insurance. Installation in-
structions shall be followed exactly. The foundation is considered to be part of the structure, and
therefore must be part of the original approved design. Installation of mechanical and exterior
equipment shall comply with Section 314. The local field offices or the engineering staff may be
contacted for further information.
332 Other Metal Structures
Other metal structures should be designed with the aid of a professional designer. Submittal of de-
sign calculations for approval will be required in most cases, or certification by a Texas registered
professional engineer will be required.
330 Metal Construction-Inland 65
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340 Miscellaneous Construction-Inland
This section deals with several miscellaneous types of construction.
341 Pole Barns
This section applies to structures which have a_ frame consisting of vertical poles set in the ground
and horizontal girts fixed to the poles. It is intended to apply only to such structures having a height
less than 20 feet.
· Poles shall be treated with an approved wood preservative.
· Poles shall be buried a minimum of 5 feet, with concrete poured around the entire buried
portion of the pole.
· Poles shall be spaced a maximum of 10 feet apart.
· Spacing of girts shall conform to Figure 27.
· Fastening of girts to poles and of plywood siding to girts shall comply with Figure 26.
· Girts may be fastened using either nails, through bolts with washers, or lag bolts with washers.
· The remainder of the structure shall comply with any applicable portion of Section 310, Wood
Frame Construction.
Note: Figure References 26 and 27 pertain to the figures on the following pages.
Figure 26. Pole Barns-Fastening Schedule
Figure 27. Pole Barns-Maximum Span of !!orizontal Girts
340 Miscellaneous Construction-Inland 66
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340 Miscellaneous Construction-Inland
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340 Miscellaneous Construction-Inland 68
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342 Patio Covers
Manufactured metal patio covers, awnings, and covered walkways shall be treated in the same
manner as metal buildings. These structures shall be designed to meet the wind loads specified in
the Introduction.
· The contractor shall fumish a certificate of design and installation instructions to the State
Board of Insurance.
· Installation instructions shall be followed exactly.
Structures which are not designed for the proper wind loads will not be approve&
· Wood patio covers shall comply with Section 312.9.
343 Boat Houses, Docks, and Piers (Over Water)
Boat houses, docks, piers, and other structures built over water are specifically excluded from the
T.C.P.I.,q. Windstorm insurance policy. ltowe~,er, for an additional cost they may be added to the
policy. Therefore, if these structures are to be insured, they must be inspected and approved by the
State Board of Insurance, and they should be built to the following guidelines.
· Pilings which support boat houses, docks, and piers shall be buried a depth below the ground
(ocean floor or channel bottom) at least equal to the height the lowest structural member is
above that ground level.
· The minimum bury depth shall be 5 feet.
· The remainder of the structure may, be built by either conventional framing or pole type
framing (similar to the pole barn). All applicable previous guidelines shall be followed.
Walkways or other structures which connect structures built over water to the main structure
should be constructed so that if the structure over water should be destroyed by flooding, the
part connected to the main structure will break away without causing damage.
344 Mobile Homes and Manufactured Housing
Mobile homes and manufactured housing do not fall in the scope of the State Board of In-
surance Windstorm Inspection program. Please contact the T.C.P.I.A. concerning coverage
for these types of structures.
A mobile home is defined as a structure, transportable in one or more sections, which is eight
body feet or more in width, and is 32 body feet or more in length, which is built on a perma-
nent chassis and is designed to be used as a dwelling with or without a permanent foundation
when connected to the required utilities, and includes the plumbing, heating, air conditioning,
and electrical systems contained therein.
345 Portable and Temporary Buildings
· Portable and temporary buildings shah be anchored by one of the methods outlined in Section
311.3.
Conventionally flamed portable and temporary buildings shah follow the guidelines set forth
in Section 312.
340 Miscellaneous Construction-Inland 69
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a Metallic portable and temporary buildings shall follow the guidelines set forth in Seelion 330.
· Roofing of portable and temporary buildings shall follow the guidelines set forth in Section
370.
· Mechanical and 'exteriOr equipment for portable, and temporary buildings shall follow the
guidelines set forth' in Section 314.
346 Other Miscellaneous Structures
Any other type or shape of structure not covered here or elsewhere should either be built to all other
applicable guidelines, or should be designed and inspected by a Texas registered professional engi-
neer.
340 Miscellaneous Construction-Inland 70
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350 Additions-Inland
· All additions constructed after January I, 1988, must be inspected and approved by the State
Board of Insurance or a Texas registered professional engineer in order to maintain the
insurability of the existing structure.
· The construction of additions shall comply with the applicable portions of this manual.
· Where new additions are attached to the existing structure and rely upon that structure for
support, the two structures shall be securely anchored at the point of connection.
· The portions of the existing structure which carry loads from the addition should be con-
structed in accordance with the recommendations of this manual. Also, any portions of the
existing structure which becomes exposed due to the addition should be made to comply with
Section 312.3. The remainder of the existing structure will not be required to meet the con-
struction guidelines unless it is altered in some way.
· When a second story is being added to an existing single story structure, the addition and any
other structural components of the existing structure which carry loads from the addition shall
comply with all applicable previous guidelines. The second story shall be securely anchored
to the first story. Additional pilings or other supports will have to be installed if the original
structure is not adequate to support the new addition.
· When a patio or porch is added to a structure, all applicable guidelines shall be followed.
Please note that this will require the foundation of a porch, especially an elevated porch, to
be built to the same guidelines as for a normal foundation.
350 Additions-Inland 71
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360 Renovation and Repair-Inland
All repairs to any load-bearing portion of a structure or to any exterior component of a structure
shah be inspected in order to maintain the insurability of the entire structure, except as noted in
Section 361. Renovations and repairs shall comply with the following guidelines.
361 Foundation
36 I. I Slab on Grade Foundation
· All but minor repairs of a slab on grade foundation shall be certified by a Texas registered
professional engineer.
361.2 Piling Foundation
· Unless previous guidelines outlined in Section 311.2 can be followed exactly, renovation or
repair of a piling foundation shall be certified by a Texas registered professional engineer.
361.3 Pier and Beam Foundation
When repairing piers or beams, previous guidelines should be followed. If it is impossible to
provide continuous anchorage from beam through pier to footing, altemate methods may be
approve& Two of these are as follows:
Construct an anchor between each pier. (Maximum of 8 feet apart). This is accomplished
by digging a Y x Y x Y hole and filling it a minimum of I' deep with concrete. Embed
a corrosion resistant length of angle iron or 4' x 4~ (minimum) treated lumber into the
concrete and fasten it to the beam with a minimum of two 1/2 inch bolts. The angle iron
or lumber shall be securely anchored to resist uplift. Fill in hole over concrete.
,
Approved mobile home tie-down system may also be used. At least one tie-down should
be installed at each pier around the perimeter of the structure, with a minimum of one for
each six feet of length of each wall.
When replacing or repairing less than 25% of piers or beams on structures constructed prior
to June !, 1972, guidelines will not have to be followed as long as the member is being replaced
with an equivalent member.
· Contact local field office or State Board of Insurance engineering staff for approval if other
methods are to be used.
360 Renovation and Repair-Inland 72
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362 Framing
All framing repairs and renovation shall comply with any applicable previous guidetines, or shall
be certified by a Texas registered professional engineer.
363 Exterior Covering
All exterior coveting repair and renovation shall comply with any applicable previous guidelines,
or shall be certified by a Texas registered professional engineer.
364 Mechanical Equipment
All mechanical equipment related repair and renovation shall comply with any applicable previous
guidelines, or shall be certified by a Texas registered professional engineer.
360 Renovation and Repair-Inland 73
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370 Roofing-Inland
371 New Roo~ng
37 !. I Composition Shingle Roof
A new composition shingle roof shall be applied in the following manner.
371.1(a) Roof Deck
· Roof decking shall be A PA (American Plywood Association) or TECO (TECO Products and
Testing Company) rated sheathing or properly graded wood boards laid to form a solid wood
deck.
· Board decking shall have a minimum nominal thickness of I inch.
· End ioints between boards shall be located over the centers of rafters, and each end shall be
nailed with the proper number of nails.
· Board decking shall be I X 4 or I X 6 lumber.
· Board decking shall be nailed with two 8d galvanized nails at each support.
· Sheathing panels shall have a minimum rating of 24/16. This corresponds to a minimum
thickness of 15/32 inch for plywood, and 7/16 inch for waferboard or oriented strand board.
For this type of deck, 24 inches O.C. shall be the maximum spacing of rafters or roof tresses.
End joints shall occur over the center of rafters.
End joints of adjacent courses shall be staggered.
Roof sheathing panels shall be oriented with their long dimension across the rafters.
There shall be a 1/8 inch space maintained between the panels.
Panel roof decking shall be nailed with galvanized 8d nails 6 inches O.C. along the edges of the
panel, and 12 inches O.C. along all interior supports.
As an alternate, the following table may be followed if galvanized staples are used:
·
·
·
·
·
370 Roo~ng-lnland 74
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STAPLING OF PLYWOOD ROOF DECK TO RAFTERS
(Inland of !ntracoastal Waterway Only)
Guage
Minimum Staple Size
Leg Length Crown Width
Fastener Pattern
Edges Interior Supports
14 2-1/8' 7/16' 6' O.C.
15 2-1/2' 7/16' 6' O.C. '
i6 1-1/2' 7/16' 4' O.C.
12' O.C.
12' O.C.
4' O.C.
NOTE: Longer leg length will have to be used if plywood is thicker than 1/2 inch.
Figure 28. Stapling Roof Deck to Rafters I
Fasteners shall not be overdriven.
371.1(b) Underlayment
· For roof slopes of 4 in 12 or greater; decking shall be covered with a minimum of one layer
of 15 pound felt.
· For roof slopes less than 4 in 12, the decking shall be covered with a minimum of two layers
of minimum 15 pound felt.
· Felt shah only be applied when the deck is dry.
· Felt shall be lapped 2 inches along the top and bottom, and 4 inches along the ends when
applied in a single layer.
· Felt shall be lapped 18-19 inches along the top and bottom and 4 inches along the ends when
two layers are applied.
· Felt shall be fastened down with enough nails or staples to hold it down until the shingles can
be applied. Aluminum caps may be used only if aluminum nails are used.
371.1(c) Composition Shingles
Composition shingles shall be applied as per the manufacturer's published specifications for
high wind areas. The 1973 Standard Building Code defines the area within 125 miles of the
coast as a high wind area. For the purpose of this program, this will only apply to the 14
coastal counties listed in the introduction of this construction guide.
If the manufacturer does not specify an application for hi~ wind axeas, each shingle shah be
fastened using six nails, or staples. All nails shall be instalicd on the original nailing line. The
fastener nearest the right and left edge shall be installed in the location specified by the man-
ufacturer. For three-tab shingles, the remaining nails shall be placed on the nailing line, one
on each side of the cut out which separates the tabs. For no-cutout or random-tab (dimen-
sional) type shingles, the remaining four nails shall be evenly spaced along the nailing line.
This requirement shall not apply to interlocking-type shingles.
370 Roofing-Inland 75
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· Other products or fastening methods will be accepted if supporting test data from an approved
testing laboratory is submitted to the State Board of Insurance. Testing criteria shah comply
with the wind'[oads spedfled in Section 120.
· Fasteners shall be rooffi~g nails or staples, as specified by the manufacturer.
· Fasteners shall be galvanized steel or other corrosion resistant material.
· Fasteners shall have adequate penetration into the roof deck, but MUST NOT BE OVER-
DRIVEN. Overdriven fasteners will NOT be approve&
· , Fasteners shall be driven in straight, not at an angle.
Roofing nails shall be 11 or 12 gauge nails with large heads (3/8 inch to 7/16 inch in diameter).
Nails shall be long enough to penetrate through the shingle and felt and at least 3/4 inch into
the roof deck lumber or completely through the plywood roof deck. The Asphalt Roofing
ManufactureKs Association recommends I I/4 inch long nails for asphalt shingles over new
wood decks.
Staples shall be minimum 16 gauge, with a minimum crown width of 15/16 inch. Staple legs
shall be long enough to penetrate at least 3/4 inch into a plywood roof deck or roof decking
lumber (generally I I/4 inch long).
· Staples shall be driven with the crown parallel to the length of the shingle.
If a metal drip edge is placed around the perimeter of the roof, it shall be securely fastened to
the deck with galvanized nails spaced 10 inches O.C, or galvanized 16 gauge staples with a
minimum 1-1/2 inch leg length, spaced 6 inches O.C.
371.2 Wood Shingle or Shake Roof
A new wood shingle or shake roof shall be applied in the following manner.
371.2(a) Spaced Boards
· Wood shingles or shakes should be applied to spaced board sheathing, although solid sheathing
may also be accepted.
· Spaced boards shall have a minimum nominal thickness of one inch.
· Spaced boards shall be nailed to the rafters with two 8d galvanized nails at each intersection.
· Rafters shall be spaced a maximum of 24 inches on center.
· Spacing of boards will.depend upon the shingle exposure.
· Nailing of solid sheathing shall comply with Section 371.1(a).
371.2(b) Wood Shingles or Shakes
Wood shingles or shakes shall be installed as per the manufacturer's recommendation. The follow-
ing am some general guidelines to follow unless otherwise recommended.
· The exposure used must provide a minimum of three layers of shingles over all areas of the
roof.
Leave approximately 1/4 inch to 3/8 inch gap between adjacent shingles and 3/8 inch to 5/8
inch gap between adjacent shakes to allow for expansion.
370 Roofing-Inland 76
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· Each overlapping course shall cover the gaps in the course below, with the gaps in the over-
lapping s:ourse being at least 1-1/2 inches from the gaps in the lower course.
· Fasten each shingle or shake with two corrosion resistant nails. These nails should be located
I to ! - I/2 inches above' the butt line of the overlapping course, and no more than 3/4 inch in
from each side of the shingle or shake.
· When applying wood shakes, an 18 inch strip of 30 pound felt is placed over the top third of
each course of shakes.
371.3 Tile Roofs
Due to the fact that different brands of roofing tiles are made from different materials, there can
be no single approved method for applying tile roofs. Each manufacturer must submit test reports
or other approved justification for their particular recommended method of application.
The following are two acceptable methods of installing Lifetile tile roofs. The ftrst is based on a
test report submitted by Lifetile. The second method is based on a procedure accepted by the
Southern Builth'ng Code Congress through the National Evaluation Service. One of these two
methods shall be used to apply Lifetile tile roofs. These methods do not apply to any other brands
of tile roofing.
371.3(a) Method I
The following requirements axe taken from a test report submitted by Lifetile and apply to Lifetile
tile roofs only. Installation of other brands of tile will require submittal of test reports to justify
installation method.
· A solid roof deck shall be applied as per Section 371.1(a), except that the additional weight of
a tile roof may require stronger roof sheathing and larger roof framing members.
· A minimum of one layer of 30 pound felt shall be applied to the roof deck.
· I x 2 pressure treated pine battens shah be installed with galvanized 6d nails spaced 8 inches
O.C. Cedar battens are not acceptable.
· The cave closures and valley flashing shall be attached to the deck with galvanized 6d nails
spaced 12 inches O.C.
· The cave closures shall be bedded to the felt with roofing cement.
· Any vent-stack boots shall be bedded to the felt with roofing cement and sealed to the sur-
rounding tiles with mortar.
· Rake tiles (tiles at edges of gable roofs) shall be nailed with two ! 0d annular ring shank copper
nails and sealed to the adjoining tiles with mortar. Clips may also be used as a substitute for
mortar.
· Tiles at hips and ridges shall be sealed with mortar.
· Tiles at valleys shall be sealed to adjoining tiles with roofing cement.
· Where nails axe in contact with mortar, nails shall be 10d copper annular ring shank nails with
a 9/16 inch diameter by 1/8 inch thick rubber washer.
· Where nails are not in contact with mortar, nails shall be 10d annular ring shank galvanized
steel roofing nails with a 9/16 inch diameter by 1/8 inch thick rubber washer.
· The number of nails used depends on the type of tile being installed.
370 Roofing-inland 77
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Espa~a Mission Tile (or similar S-type concrete roof tile, having approximate dimensions
of 17' x 12-3/8' x 1/2' thick)shaH be nailed to the battens with one nail per tile.
Colonial Slate Tile (or similar flat concrete roof tile having approximate dimensions of 17'
x 12-3/8' x i/2' thick) shall be nailed to the battens with two nails per tile.
371.3(b) Method 2 (Alternate)
· Foreign particles shall be cleaned from all interlocking areas of tiles.
· Cracked or broken tiles shall not be installed.
· Solid roof decking and roof framing shall be installed as per previous guidelines.
· Battens shah be installed whenever the roof sheathing is less than 3/4 inch thick. Battens shall
also be installed when the roof pitch is below 3:12 or exceeds 7:12.
· Battens shall be I X 2 pressure treated pine. Cedar battens are' not acceptable.
· Battens shall be installed with 8d corrosio~ resistant steel nails into each rafter (maximum of
24 inches O.C.).
On pitches below 2:12, tiles are considered decorative and shah be installed over an approved
roof covering, such as built-up or roll roofing.
On pitches of 2:12 to 3:12, an approved built-up roof consisting of two plies of 15 pound felt
hot mopped between layers shall be installed over the solid roof sheathing. Then nominal 3/8
inch redwood lath strips are installed vertically from cave to ridge at 24 inches O.C. and nailed
to the deck. Then the entire deck is top mopped. Then I X 2 horizontal battens are installed
and fastened at each intersection to the vertical strips with one 8d corrosion resistant steel nail.
When nailing tiles, the nails shall penetrate the batten but not the roof membrane.
On pitches of 3:12 to 4:12, undedayment shall be one layer of Type 40 asphalt-coated base
sheet. Either counterbattens shall be installed as above, or 2 inch square shims cut from as-
phalt shingles shall be placed between the batten and the deck where nailing at 24 inches O.C.
On pitches of 4:12 or greater, undedayment shall be a minimum of one layer of 30 pound felt,
installed with a minimum of 2 inches head lap and 4 inches end lap. Batten ends shall be
separated I/2 inch every 4 feet for drainage, or asphalt shims must be installed as above.
Valley flashing shall be a minimum 28 gauge corrosion resistant metal, extending at least 11
inches from the valley center line each way. Flashing end laps shah not be less than 4 inches.
Flashing shall be installed with galvanized 6d nails spaced a maximum of 12 inches O.C.
Openings through tile for vents, pipes, skylights, chimneys, etc. shall be adequately
weatherproofed with flashing. Flashing for Espa~a, Capri. or Sentry Classic tiles shall be of
lead, aluminum, or other approved flexible material and shall be formed to the contours of the
tile. -
When installing Espat~a Mission, Capri. Chateau, and Sentry Classic styles of tile, 'Lifetile
Weatherblock Strip', mortar, or roofers cement shall be used at ridge, hip, and wall inter-
sections to provide a weather block. For these tiles, an cave closure strip shall also be installed
by nailing to the deck with galvanized 6d nails spaced 12 inches O.C., and bedding the strip
to the felt with approved roofers cement.
Slate or shake styles require no weather block.
Nails shall be a minimum of 11 gauge corrosion resistant box or roofing nail of sufficient length
to penetrate into batten and deck a minimum of 3/4 inch. (Exception: on pitches of less than
4: 12, nails shall only penetrate batten.)
Copper nails shall be used where the nails are in contact with mortar.
370 Roofing-Inland 78
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· The heads of all tiles shall be nailed to the battens.
· All rake' tiles shall be nailed with two nails.
· The noses of all cave cburse tiles shall be fastened with a special Lifetile 'XRP Grip Clip.'
· The noses of all ridge, hip, and rake tiles shah be set in a bead of approved roofer mastic.
371.4 Corrugated Metal Roofs
Corrugated metal roofs may be applied over purlins or over a solid wood deck.
371.4(a) Corrugated metal roofing applied over a solid wood roof deck.
· The solid wood deck shall be applied as per Section 37 I. ! (a).
· Metal rootrag shall be a minimum of 26 gauge thickness.
· Metal sheets shall be installed with a minimum of 8 inches end lap and 1-1/2 corrugations side
lap.
· Fasten using lead washers and galvanized drive screws, deformed shank nails, or wood screws
spaced 16 inches O.C. each way for 24 gauge metal and 12 inches O.C. each way for 26 gauge
metal.
· Fasteners shall be spaced 10 inches O.C. along edges of sheets.
371.4(b) Corrugated metal roofing applied to wood purlins.
· Metal roofing shall be a minimum of 26 gauge thickness.
· The maximum spacing of purlins shall be as per Figure 29.
· Metal sheets shall be installed with a minimum of 8 inches end lap and 1 - 1/2 corrugations side
lap.
Fasten using lead washers and galvanized drive screws, deformed shank nails or wood screws
spaced as per Figure 29.
MAXIMUM PURLIN AND FASTENER SPACING FOR
CORRUGATED METAL ROOFS
Gauge Max. Purlin Spacing
Max. Fastener Spacing
(Along Each Purlin)
24 18 8
26 16 6
Figure 29. Corrugated Metal Roofs-Purlins and Fasteners
370 Roofing-Inland
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371.5 Manufactured Metal Roofing
· Manufa~turecr metal roofing, similar to that used on metal buildings, shall be installed as per
the manufacturer's recommendation.
Documentation add/or certification from the manufacturer may be required. Documentation
shall clearly show the installation method to be used and the wind loads that method will
withstand.
'371.6 Steel Deck Roofing for Concrete or Insulation Decks.
· The steel deck shall be fastened by placing washers in the valleys of the deck along the steel
framing members, and then plug welding through the middle of the washers onto the steel
framing member below.
· Welds shall be located in every other valley along each joist and at the side laps. Adiacent deck
units shall be fastened together at the center of span with self-dtilling screw fasteners.
· The washers used shall be at least three times the thickness of the steel deck, and shall have
an outside diameter of at least 3/4 inch.
· Other types of fastening may be used if substantiated by tests from an approved testing labo-
ratory.
371.7 Built-up Roofing
This section applies when built-up roofing is applied to a wood roof deck.
· The wood deck shall be applied as per Section 371.1(a). Other types of decks shall be as per
the manufacturer's recommendation.
· The first layer of roofing felt shall be either one layer of minimum 30 pound felt lapped 2
inches, or 2 layers of 15 pound felt lapped 18 inches.
· The first layer shall be fastened to the deck with galvanized nails and tin caps or the equivalent.
· When the appearance of the underside of the deck is. unimportant, the anchor sheet shall be
fastened down using I inch nails spaced 8 inches O.C. along the laps and 16 inches O.C. both
ways in the area between the laps, or as specified by the roofing manufacturer.
· When the underside of the roof deck is exposed, the alternative is to fasten the anchor sheet
down with l-1/4 inch nails spaced 8 inches O.C. along all rafters and 3/4 inch nails spaced
16 inches O.C. both ways in the area between the rafters, or as specified by the roofing man-
ufacturer.
· Each additional sheet or ply above the anchor sheet shall be mopped into place with hot as-
phalt or hot coal tar pitch.
· Coal tar pitch shall be used only on fiat roofs.
· For residential structures, a minimum of 3 plies shall be mopped over the base sheet.
· Where vertical surfaces intersect the roof, the built-up roof covering shah extend up the vertical
surface to completely seal the joint created in the roof.
· A cant strip shall be placed at the intersection between the roof and parapet wall or any other
long vertical surface. This provides a transition for the built-up roof plies from a horizontal
direction to a vertical direction.
A minimum of 50% of the gavel or stone placed over the top ply shall be anchored down.
Proper sized gravel (3/8' to 5/8') shall be used.
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Specific requirements of the roofing manufacturer shall be followed if they differ from those
outlined here.
371.8 Roll Roofing
· Roll roofing shall only be applied to roofs with slopes of I in 12 or greater when using the
concealed nail method.
Roll roofing shall be applied using the lap cement or asphalt plastic cement recommended by
the manufacturer.
· Roll roofing shall be applied using the concealed nail method when roofing is fastened with
nails.
9 inch wide strips of roll roofing shall be placed along all eaves and rakes, positioning them to
overhang the deck 1/4 to 3/8 inches.
· Roofing nails with large heads and length long enough to fully penetrate the roof deck shah
be used.
· Fasten the strips with rows of nails located I inch and 8 inches from the roof edge and spaced
4 inches O.C. in each row.
· For the fast course, position a full width strip of roll roofing so that it covers the edge strips
(end and lower edge of roll roofing and edge of strips flush along eaves and rakes).
· Starting at one end, fasten the upper edge with nails spaced 4 inches O.C. and slightly stag-
gered.
· Nails shall be located so that the next.course will ove~ap them a minimum of I inch (generally
not more than 2 inches, and never less than 3/4 inch from the top edge of the sheet).
· Lift the lower edge of the first course and cover the edge strips with cement according to the
manufaeturer's specifications.
· On all cementing, apply the cement in a continuous but not excessive layer over the full width
of the lap.
· Press the lower edge and rake ends of the first course firmly into the cement-covered edge
strips. Work from one side of the sheet to the other to avoid wrinkling or bubbling.
· Using a roller, apply pressure uniformly over the entire cemented area.
· End laps shall be 6 inches wide and cemented over the full lap area with the recommended
cement .-
· Nail the underlying sheet in rows i inch and 5 inches from the end of the sheet, with nails
spaced 4 inches O.C. and slightly staggered.
· End laps in succeeding courses in the field shall not line up with one another.
· The sec6nd course shall be positioned so that it overlaps the first course at least 3 inches or
as specified by the roofmg manufacturer.
· Fasten the upper edge to the deck, cement the laps, and finish installing the sheet in the same
manner as the first course.
* The same procedure shall be followed for each successive course.
· Nails shah not be applied within 18 inches of the rake until cement has been applied to the
edge strip and the overlying strip has been pressed down.
· All hips and ridges shall be covered with 12 inch by 36 inch strips of roll roofing, with 6 inch
laps and two nails at each lap.
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The entire length of these strips at hips and ridges shall be cemented to the roll roofing below.
Specific requirements of the roofing manufacturer shall be followed if they differ from those
outlined here. The. contractor shall be prepared to show written instructions if different
methods are to be used.
371.9 Other Roofing Systems
Other roofing systems, not previously mentioned, will be acceptable provided they have been cer-
tified by UnderwriteFs Laboratories Class as 30, 60, or 90, or certified by Factory Mutual as 1-60
or 1-90, or tested by another testing laboratory approved by the State Board of Insurance, and
certified able to withstand 31.25 pounds per square foot uplift. Complete test reports, including
method of installation, shall be submitted.
372 Re-roofing and Repairs
Important Notes:
Fasteners for re-roofing shall be galvanized or other corrosion-resistant nails only.. Staples are
not allowed for re-roofing unless all old roofing is removed and a completely new roof is in-
stalled.
,
When re-roofing, care shall be taken to ensure that the existing deck and other members are
not damaged. Re-roofing over a damaged roof deck or roofing member will not be accepted.
Replacement of damaged members shall comply with previous guidelines.
372.1 Re-roofing a Composition Shingle Roof
· A maximum of one layer of composition shingles may be applied over a single layer of existing
composition shingles.
· All existing shingles shall be removed if there are two or more layers of shingles already present.
· The manufacturer's recommendation for re-roofing shall be followed.
· One layer of 15 pound felt shall be applied over the existing shingle roof. Felt shall be ade-
quately fastened to hold it down until the shingles can be applied.
· Felt may be omitted if and only if all of the following three conditions are met:
1. Existing shingles and deck must provide an adequate nailing surface.
2. Existing shingles must be in a satisfactory condition so that new shingles can lay flat.
3. Butts of new shingles must be butted directly against tabs of existing shingles.
The inspect .or's judgement shall be final as to whether felt is required. Consultation with the
inspector prior to re-roofing is suggested if any questions exist regarding felt application.
· Shingles rated by UnderwriteFs Laboratories as being 'wind resistant' shall be used when re-
roofing over an existing roof.
· Each shingle shall be applied as per Section 371.1(c).
· Fasteners shall be galvanized or corrosion resistant roofing nails which have sufficient length
to penetrate into roof deck lumber a minimum of 3/4 inch or completely through the plywood
roof deck. Most manufacturers recommend a 1-1/2 to 2 inch long nail for this use.
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372.2 Re-roofing a Wood Shingle Roof
When re-roQ~ng a wood shingle roof, the owner has three main choices. A new wood shingle roof
may be desired, in which case Section 372.2(a) shall be followed. On the other hand, a new corn-
position shingle roof may-be preferred. Ideally, the wood shingles should be removed and replaced
with composition shingles, following the guidelines in Section 372.2(b). However, if only one layer
of wood shingles are present, a single layer of composition shingles may be placed over the wood
shingles if the guidelines of Section 372.2(c) are followed. Please note that composition shingles
may not be placed over a wood shake roof.
372.2(a) Replacing wood shingles or shakes with same.
· All shingles shall be removed.
· All loose or protruding nails shall be removed or driven completely into the boards.
· Any loose shingles which are not to be replaced shall be renailed in a new location.
· New shingles may be applied to existing spaced boards, if the boards are in satisfactory con-
dillon.
· Boards shall be fastened to each rafter with two 8d galvanized nails
· Application shall follow the guidelines set forth in Section 371.2.
372.2(b) Replacing Wood Shingles or Shakes with Composition Shingles.
· All wood shingles or shakes shall be removed.
· All old nails shall be removed or driven completely into the boards.
· Composition shingles shall be applied to a solid wood deck using the guidelines in Sections
371.1(b) and 371.1(c).
· A solid wood decking may be accomplished by one of the foUowing methods:
1. Replace all damaged boards. Fill in the spaces between the boards with boards of the same
thickness. Fasten boards with two 8d nails in each rafter.
2. Nail plywood decking directly to spaced boards. Boards shall have two 8d nails in each
rafter, and decking shall be nailed to boards with one 8d nail in each board along each
rafter, or the equivalent.
3. Remove all spaced boards and nails. Nail plywood decking to rafters with galvanized 8d
nails spaced 6 inches O.C. along plywood edges and 12 inches O.C. along interior rafters.
372.2(c) Placing composition shingles over wood shingles.
· A single iayer of composition shingles may be applied over a single layer of wood shingles.
· Composition shingles may not be placed over wood shakes.
· Composition shingles rated by UnderwrlteFs Laboratories as being 'wind resistant' shall be
used.
· All loose wood shingles shall be renalled in a new location.
· All hip and ridge shingles shall be removed.
· Badly curled or warped shingles shall be split and the segments shall be renalled.
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· Any missing shingles shall be replaced, or the holes otherwise fdled in.
· A 30 l~und layer of felt shall be applied over the wood shingles.
· Composition shingles shall be applied using a minimum of 2 inch galvanized roofing nails,
ensuring that all fasteners penetrate into boards.
· Shingles shall be fastened as per Section 371.1(e).
'372.3 Re-roofing a Built-up RooL
When re-roofing a built-up roof, the owner has two choices. The preferable choice would be to tear
off the existing roof and install a completely new roof. The alternative is to recover the existing roof.
The decision on which to choose must be based on a complete survey of the existing roof assembly,
the underlying deck, and the sUppot1 structure.
· 372.3(a) Complete Tear-Off
· This method is preferable because it allows the inspection of the existing deck and the cor-
rection of any damaged or decayed areas, and drainage can be improved as needed.
· After repairing of any damaged areas of the roof deck, proceed with the roof as if it were a new
application.
· New flashing shall be installed if needed.
372.3(b) Recover of existing roof.
· A roof shall not be recovem:l if there is more than one built-up roof membrane system in place.
· A single roof may be recovered if the original roofing system is securely anchored to the deck
and is not badly deteriorated, and where the deck and insulation are in good condition and do
not contain moisture.
If the existing roof system is gravel surfaced, all loose gravel shall be swept off. All surfaces
shall be free of dirt, dust, and debris. Priming may be required. When installing a new roof
over embedded aggregate, a separator material shall be used. This material could be rigid in-
sulation, a venting base felt, or other base felt, as recommended by the manufacturer.
If ply felts are to be installed directly to the old roof, all existing gravel shall be removed.
All wet or deteriorated insulation shall be removed and replaced with new material.
Prior to the application of any material, the insulation shall be vented by making random cuts
in the existing membrane.
All buckles, ridges, folds, blisters, etc. shall be cut out and a smooth, even surface provided.
New flashing shall be installed if needed.
The roof shall then be recovered as if it were a new roof, including installing new flashing.
372.4 Re-roofing Roll Roofing
· A single layer of roll roofing may be re-roofed in much the same manner as built-up roofing.
Manufacturer's specifications for the re-roofing product shall be followed.
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372.5 Other Re -roofing Systems
Other types of re -roofing will be acceptable provided they have been certified by Underwriter's
Laboratories as Class 3D, 60, or 90,or certified by Factory Mutual as I-60 or 1-90, or tested by an-
other testing laboratory approved by the State Board of Insurance, and certified able to withstand
31.25 pounds per square foot uplift. Complete test reports, including method of installation, shall
be submitted.
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