HomeMy WebLinkAbout04-08-14 Building Codes Appeals BoardBUILDING CODES APPEALS BOARD
Notice is hereby given of a meeting of the Building Codes Appeals Board to be held on
April 08, 2014 at 6:00 P.M. at the City Hall Council Chambers, 604 West Fairmont
Parkway, La Porte, Texas, regarding items of business according to the agenda listed
below:
1. Call to order
2. Consider approval of minutes from the February 19, 2013 meeting.
3. Public Comments (Limited to five minutes per person)
4. Review, discuss and consider a recommendation to City Council regarding existing 120
mph wind load & possible recommendation regarding increasing the minimum wind
load.
5. Review, discuss and consider a recommendation to City Council regarding 6" wall
requirement for Residential and Commercial structures.
6. Establish next meeting date, time and topics
7. Adjourn
A quorum of City Council members may be present and participate in discussions during this
meeting; however, no action will be taken by Council as a governing body.
In compliance with the Americans with Disabilities Act, the City of La Porte will provide for
reasonable accommodations for persons attending public meetings. To better serve attendees,
requests should be received 24 hours prior to the meetings. Please contact Patrice Fogarty, City
Secretary, at 281.470.5019.
CERTIFICATION
I certify that a copy of the April 08, 2014 agenda of items to be considered by the City of La Porte Building
Codes Appeals Board was posted on the City Hall bulletin board on the day of
12014.
Title:
MINUTES
Building Codes Appeals Board
Minutes of February 19, 2013
Members Present: Tom Campbell, Ken Schlather, D. Paul Larson, and Lindsay Pfeiffer,
Members Absent: J.P. Jackson, Mark Follis, Terry Bunch
City Staff Present: Mark Huber- Deputy Building Official, Clark Askins- City Attorney
Others Present: N/A
CALL TO ORDER
Meeting called to order at 6:05 P.M. by Chairman Tom Campbell.
2. CONSIDER APPROVING MINUTES FROM THE JANUARY 15, 2013 MEETING
Motion to approve as written, was made by Lindsay Pfeiffer. Second by Ken Schlather.
Motion passed- all in favor.
PUBLIC COMMENTS (LIMITED TO FIVE MINUTES PER PERSON)
No Guests
4. REVIEW, DISCUSS AND CONSIDER A RECOMMENDATION TO CITY
COUNCIL RELATING TO A POSSIBLE CHANGE TO THE CITY'S
ELECTRICAL CODE LOCAL AMENDMENTS (CHAPTER 82, CODE OF
ORDINANCES)
Tom Campbell acknowledged Lindsey Pfeiffer. Lindsey Pfeiffer made a motion to amend
the electrical ordinance to read:
1) Section 82-308- Any where it states Master Electrician dealing with permitting, add
the verbiage "or authorized representative"
2) Section 82-338 Aluminum Conductors- Aluminum conductors may not be used in
any wiring within residential buildings, nor in any residential underground service
conductors.
Aluminum conductors may only be used in commercial applications as follows:
a) Outside aerial conductors
b) Service entrance conductors
3) Section 82-349 Add caps on BCAB
Motion- Ken Schlather, Second by Lindsey Pfeiffer- all in favor of motion to amend
electrical ordinance. Motion passed.
Building Codes Appeals Board
Minutes of February 19, 2013
Page 2 of 2
5. ADMINISTRATIVE REPORTS
Mark Huber provided information regarding upcoming projects.
6. BOARD COMMENTS ON MATTERS APPEARING ON AGENDA OR INQUIRY
OF STAFF REGARDING SPECIFIC FACTUAL INFORMATION OF EXISTING
POLICY.
None
7. ESTABLISH NEXT MEETING DATE, TIME AND TOPICS
None
8. ADJOURN
Motion Lindsey Pfeiffer, Second Ken Schlather to adjourn meeting @ 6:50pm.
All in favor- Motion carried.
Respectfully submitted,
Mark Huber
Deputy Building Official
WINDLOAD
REQUIREMENTS
ASCE 7-10 Wind Provisions and Effects on Wood Design and Construction
Philip I..,ine, P.E.3
William L. Coulbourne, P.E. M.ASCE2
ABSTRACT
It is well known that the major change for wind design in ASCE 7-10 Minirnarrrr design I oads for
Buildings and Other Structures is the introduction of new wind speed wraps that are referred to as
ultimate wind speed maps in the 2012 International Building Coale (IBC). Several other
coordinated changes include:
• revised load factors for wind in allowable stress design (ASD) and load and resistance
factor design (LRFD) load combinations,
• removal of the Occupancy Factor for wind,
• reinstating applicability of Exposure D in hurricane prone regions,
d revised wind speed triggers for definition of hurricane prone region and wind-borne
debris region, and,
6 revised pressure values for ininimunn design loads.
This paper will explore the net effect of these changes oil calculated design velocity pressures
and provide comparison tables for select geographic locations. It will also compare select
provisions of ASCE 7-10 with similar provisions in ASCE 7-05, and discuss implementation of
ASCE 7-10 in model codes and the Wood Frarne Construction t llanual for• One -and Tito-farndjj
Drtellings (YT'FC'M).
INTRODUCTION
Wind design in ASCE 7-10 incorporates several major changes. Among the changes are new
wind speed maps that vary by risk category (e.g. separate maps are provided for each of the
following risk. categories: 1, 11, and 111, and IV) and incorporation of uniform recurrence interval
wind speed contours throughout all geographic regions including hurricane prone regions of tine
U.S. These changes directly affect calculation of unfactored wind loads. Revised load factors for
wind in ASD and LRFD load combinations were coordinated to compensate for the new wind
speeds, resulting in design velocity pressures that are very similar to those calculated usirng
provisions of ASCE 7-0.5 for most US, regions, hi addition, recent studies of hurricane winds
over open water resulted in changes to hurricane wind modeling that, in general,increased wind
speeds near the hurricane "eye,' reduced wind speeds over the broader storm area, and revised
the definition of Exposure D so that it is no longer precluded frorn being applicable in hurricane
prone regions.
The outcorne of these changes are that design velocity pressures are reduced in some hurricane
prone regions while design velocity pressures remain largely unchanged in non -hurricane prone
regions. To confirm this, design velocity pressure per ASCE7-10 was calculated and compared
to design velocity pressure determined in accordance with ASCE 7-0.5. In addition to serving as
limited confirmation of generally expected outcornes, the purpose of the comparison is two -fold:
to illustrate where differences in calculations occur; and provide insight into the effect of
changes oil calculated pressures for specific locations and buildings of varying risk categories.
Changes in ASCE 7-10 that coordinate with the introduction of new maps inClUde: 1) revised
wind speed triggers defining hurricane prone regions and wind-borne debris regions, and 2)
revised pressure values for minimums design loads. Model building codes and standards that rely
on the new wind design approach in ASCE 7-10 include the 2012 International Residential Code
(IRC), the 2012 IBC, and the 2012 WFCM, however, each of these documents addresses
implementation of ASCE 7-10 wind provisions differently.
DESIGN VELOCITY PRESSURE' EXAMPLE
Design velocity pressures calculated herein are intended to allow comparison of ASCE 7-10 and
ASCE 7-05 and represent factored pressures from use of ASD or LRFD load combinations
contained in ASCE 7.
ASCE, 7-05 Veloeity Pressure
q05 =0.00256KK,,K,1V11 (Eq. 1)
where:
q,o5 = ASCE 7-05 velocity pressure evaluated at mean roof height (psf)
K, = velocity pressure exposure coefficient
& = topographic factor
K,j = wind directionality factor
V = basic wind speed (mph) frorn ASCE 7-05 snaps
I= finportance factor (1.0 for Category 11 buildings, 1,15 for Category III and IV buildings)
Design velocity pressure for ASD and LRFD are:
ASD: q7O5_ASD = (1.0)(+o5) (Eq, 2)
LRFD: q�.,05JRFD = (1.6)(q,05) (Eq. 3)
where:
1.0 ASCE 7-05 ASD load factor for wind
1.6 ASCE 7-05 LRFD load factor for wind
ASCE, 7-10 Velocity Pressure
qz 10 0. 0025 6K� K, K,1 j72 (Eq. 4)
where:
q,10 = ASCE 7-10 velocity pressure evaluated at inean roof height (psf)
K, = velocity pressure exposure coefficient
K, = topographic factor
K,j = wind directionality factor
V = basic wind speed (mph) from ASCE 7-10 snaps referred to as ultimate wind speed snaps
in 20'12 IBC.
ASCE 7-10 Wind Provisions 2 LinelCoulbourne
Design velocity pressure for ASD and LRFD are:
ASD: q,10 ASD = (0.6)(q, .to) (Eq. 5)
LRFD: q7,O(1.0)(q7
_LRFD 1o) (Eq.6)
where:
0.6 11SCE, 7-10 ASD load factor for wind
1.0 = ASCE 7-10 LRFD load factor for wind
Values for the topographic factor are taken as 1.0 and the wind directionality factor is taken as
0.85. ASCE 7-10 and ASCE 7-05 equations for calculation of design velocity pressure have a
similar form and are easily compared. For example, the importance factor applicable in ASCE 7-
05 calculations is not a specific factor in the ASCE 7-10 calculation (i.e. building or structure
importance is addressed by use of separate wind speed maps that vary by risk category in ASCE
7-10); and load factors for calculation of ASD and LRFD design wind pressures are different.
The effects of these changes on design velocity pressure, when combined with changes to the
mapped basic wind speed, are less obvious. To see effects, equations I through 6 are applied to
buildings of different risk categories in different U.S. locations.
Risk Category and BuiNing Location
Design velocity pressures for specific building locations and risk categories are shown in Table
1. All locations are within the hurricane prone region with the exception of Dallas, TX. Wind
speeds shown for each location within the hurricane prone region are taken from ASCE 7
Counnenteny Tables C26.5-3. From Table 1, it can be seen that for a given location under ASCE
7-10, mapped velocity varies by risk category. For example, in Miami, FL, Risk Category 11 has
a design wind speed of 170 mph while Risk Categories fit and IV have a design wind speed of
180 mph.
Use of the term "risk category" and descriptions of varying risk categories in ASCE 7-10 is new.
For purposes of comparison in this paper, risk categories in ASCE 7-10, are analogous to the
familiar occupancy categories in ASCE 7-05. For example, Risk Category 11 can be associated
with most residential dwellings and other buildings and structures with limited occupancies (e.g.
those that are not Risk Category 1, 111, or IV). Risk Category III is associated with building types
that pose Substantial risk to human life and Risk Category IV is associated with buildings that are
designated as essential facilities.
ASCE 7-10 Wind Provisions 3 LinelCoulbourne
Table 1. Comparison of design velocity pressures between ASCE 710
Exposure C and ASCE 7-05 Exposure C
Location
Boston, MA
Risk
Category,(MPH)
11
ASCE
7-10
ASCU' 7-05
Design
Wind
Speed
128
ASD
Velocity
Pressure'
(SO
21 A
LRFD
Velocity
Pressure
(sl)
35.7
Design
Wind
Speed
(MPH)
1.05
ASD
Velocity
Pressure'
(st)
24.0
LRFD
Velocity
Pressure'
(so
38.4
VA Beach, VA
11
122
19.4
32.4
114
28.3
45.2
Miami, FL
II
170
37.7
62.9
146
46.4
74.2
Galveston, TX
1i
150
29.4
49.0
132
37.9
60.7
Dallas, TX
Roston, MA
1]
III, IV
115
140
17.3
25.6
28.8
42.6
90
105
17.6
27.6
28.2
44.1
VA Beach, VA
111, IV
132
22.7
37.9
11.4
32.5
52.0
Miaini, FI:,
III, IV
181
42.8
71.3
146
53.3
85.3
Galveston, TX
III, IV
160
33A
55.7
132
43.6
69.8
Dallas, TX
1II, IV
120
18.8
31.3
90
20.3
32.4
L"XPONU1-C k- UL .7,} 1tlCUtl 1-001 11C1V,11q, 1" z ® 1.V.
Exposure Category D
Table 2 provides the same information as Table 1 except ASCE 7-10 design velocity pressure is
calculated assuming Exposure D (e.g. sites where flat, unobstructed areas and water surfaces
prevail in the upwind direction). For an assumed 33' mean roof height, design pressures
calculated in accordance with ASCE 7-10 for Exposure D are 18% greater than those for
Exposure C. Design velocity pressures for ASCE 7-05 in Table 2 are based on Exposure C
because Exposure D is not applicable in hurricane prone regions per ASCE 7-05.
Effect of mean roof height is a factor in calculation of design velocity pressure. For the example
in this paper, all calculations are based on a mean roof height of 33' which corresponds to the
height limit of the JVFC . The value of the velocity pressure exposure coefficient, K,, for
Exposure C and 60' mean roof height is K, =1.13. For Exposure D and 60' mean roof height, the
value of K, = 1.31. The ratio of Exposure D to Exposure C at this height is 1.16 indicating
reduced influence of Exposure D as building height increases.
ASCE 7-10 Jf in Provisions 4 Line/Coutbo erne
Table 2. Comparison of design velocity pressures between ASCE 7-10
Exposure D and ASCE 7-05 Exposure C
Location
Boston, MA
Risk
Category,
11
ASCE 7-10'
ASCE, 7-052
Design
Wind
Speed
(MPH)
128
ASD
Velocity
Pressure'
(so
25,2
LRFD
Velocity
Pressure'
(psf)
42.1
Design
Wind
Speed
(MPH)
1.05
ASD
Velocity
PrcssLjre2
_ (Usf)
24.0
LRFD
Velocity
Pressure 2
(psf)
38.4
VA Beach, VA
11
122
22.9
38,2
114
28.3
45.2
Miami, FL
11
170
44.5
74,2
146
46.4
74,2
Galveston, TX
Boston, MA
11
III, IV
ISO
140
343
30.2
57.8
50.3
132
105
37.9
27.6
60.7
44.1
VA Beach, VA
111, IV
132
26.8
44,7
114
32.5
52.0
Miami, Fl,
III, IV
181
50.5
84.4
146
53.3
853
Galveston, TX I
III, IV
160
39.4
65.7 ,
132
43.6
69.8
' Exposure D at 33'mean roof height, K� = 1.18.
2 Exposure C at 33'mcan roof height, K, = 1.0.
Wind Load Factors
The ratio of ASD to LRFD design wind pressures in Tables I and 2 is constant as would be
expected based on the applicable equations, A slight reduction in. ASD pressures relative to
1, FD pressures results from the load factor differences between ASCE 7-10 and ASCE 7-05 (i.e,
ratio of 0.6 Vel-SLIS 0.625 where 0.6 = 0.6/1.0 and 0.625 = 1/1.6). The precise value of tile
reduction in ASD load relative to LLD load between ASCE 7-10 and ASCE 7-05 due to load
factor changes alone is 0.6,/0.625 = 0.96 or 4 percent,
Table 3. Comparison of LRFD design velocity pressures based on ASCE 7-10
and ASCE 7-05
Location
Boston, MA
Risk
Category,
11
ASCE 710
ASCE
7-05
Ratio
Design
Wind
Speed
(MPH)
128
[A]
Exp C
Velocity
preSS111.02
(Psf)
35.7
[B]
Exp D
Velocity
Presstire➢
(pst)
42.1
Design
Wind
Speed
(MPH).
105
[C]
Exp C
Velocity
Pressure,
(psf)
38.4
[C]
0.93
fB]
[C]
IJO
VA Beach, VA
11
122
32.4
38.2
114
45.2
0.72
0,84
Miami, FL
11
170
619
74.2
146
74.2
0.85
1.00
Galveston, TX
11
150
49.0
57.8
132
%7
0.81
0.95
Dallas, TX
Boston, MA
11
ill, IV
115
140
28.8
416
-
50.3
90
105
28,2
44,1
1.02
0.97
1.14
VA Beach, VA
111, IV
132
37.9
44.7
114
52.0
0.73
0.86
Miami, FL
1115 IV
181
71.3
84,1
146
85.3
0.84
0.99
Galveston, TX
111, IV 1
160
55.7
65.7
132 1
69.8
0.80
ON
Dallas, TX
111, IV 1
120
31.3
-
90 1
32.4
0.97
-
I Exposure Dat 33'mean roof height (for ASCE 7-10 only), K, = 1.18,
2 Exposure C at 33'rnean roof height, K, = 1.0.
ASCE 7-10 Wind Provisions 5 LinelCoulbourne
Suinniai-y design velocity pressure conipai-ison between ASCE 7-10 and ASCE 705
Table 3 compares the relative increase or decrease in design velocity pressures based on location,
building risk category, and exposure,
The inland location, Dallas, TX, shows only small differences between ASCE 7-10 and ASCE 7-
05. Locations outside of the hurricane prone region, not including special wind regions, can be
generally represented by a ratio of approximately 1.0 (see Table 3, column [A]/[C]) as shown for
Dallas, T.X.
An expected outcome, due to the uniform hazard basis of the new maps, is that design pressures
for Exposure C locations in the hurricane prone region are smaller under ASCE 7-10 than ASCE
7-05 (i.e. ratio values are less than 1.0 in'rable 3, column [A]/[C]),
In this example, the effect of new maps and applicability of Exposure D in hurricane prone
regions relative to Exposure C in ASCE 7-05 varies by location (see Table 3, column [B]/[C]).
An approximate 10 percent increase in design pressure is observed for Boston, MA and an
approximate 16 percent decrease in design pressure is observed for Virginia Beach, VA,
MINIMUM DESIGN WIND LOADS
Minil-nUrn wind load provisions of ASCE 7-10 for design of main wind force resisting systems
(MWFRS) under the directional procedure and envelop procedure, have also been revised to
specify a minimum 16 psf wall pressure and a minimum roof pressure of 8 psf projected onto a
vertical plane (see Figure 1). For comparison, the minimum design value of 10 psf, applicable for
both walls and roofs under ASCE 7-05, when factored for LRFD is 16 psf (i.e. 10 psf x 1.6 = 16
psf) which identically matches the LRFD pressure of 16 psf for walls under ASCE 7-10,
Under ASCE 7-05 and prior editions, the net force for some elements of the MWFRS were
smaller than would result from minimum pressure requirements. Tile minimum LRFD pressures
of 8 psf for roofs and 16 psf for walls in ASCE 7-10 are now less likely to be the controlling
llnininlUrn design wind loads for sorne building configurations, particularly in lower wind speed
regions and for low-rise buildings designed in accordance with the envelop procedure for low-
rise buildings.
Figure 1. Application of minimum wind load.
ASCE 7-10 WindPt�ovisions 6 LinelCoulbozu-ne
WIND SPEED TRIGGERS
The geographic area within the hurricane prone region per ASCE 7-05 and ASCE 7-10 are
shown in Figure 2. It can be seen that the geographic area for hurricane prone regions is reduced
in portions Of the SOLItheast including Georgia, South Carolina, Alabama, and Mississippi. The
wind speed trigger in ASCE 7-10 for hurricane prone regions is 1] 5 mph from. Risk Category 11
maps and represents an algebraic conversion of the 90 mph wind speed trigger in ASCE 7-05.
Revised wind speed triggers for wind-borne debris regions do not follow the same conversion
and exclusive linkage to wind speed maps for Risk Category 11. A comparison of these flew
values and revised definitions is provided in Table 4.
Figure 2. Illustration of hurricane prone regions (FEMA P-804).
ASCE 7-10 Win(lProvisions 7 LinelCoulbotwne
Table 4. Comparison of wind speed values for use in ASCE 7 definitions of
hurricane D1'01)e reLvions and wind-borne debris regions.
ASCE 7
Term
ASCE 7-10
ASCE 7-05
Areas vulnerable to hurricanes; in the
Areas vulnerable to hurricanes;
United States and its territories
in the United States and its
defined as:
territories defined as:
Hurricane
1. The U.S. Atlantic Ocean and Gulf
1. The U.S. Atlantic Ocean and
Prone
of Mexico coasts where the basic
Gulf of Mexico coasts where the
Regions I
wind speed for Risk Category 11
basic wind speed is greater than
buildings is greater than 115 mi/h,
90 mi/h, and
and
2. Hawaii, Puerto Rico, Gtiam,
2. Hawaii, Puerto Rico, Guam, Virgin
Virgin Islands, and American
Islands, and American Samoa.
Samoa.
Areas within hurricane prone regions
Areas Within hurricane prone
where impact protection is required
regions located:
foi- glazed openings, see Section
2611.013.
1, Within I mile of the coastal
Wind-
mean high water line where the
borne
26.10.3 Glazed openings shall be
basic wind speed is equal to 01'
Debris
protected in accordance with Section
greater than 110 in i/h and in
Regions 2
26.10.3.2 in the following locations:
Hawaii, or
I. Within I mi of the coastal mean
2. In areas where the basic wind
high water line where the basic
speed is equal to or greater than
wind speed is equal to or greater
120 mi/h,
than 130 mi/h, or
2. In areas where the basic wind
speed is equal to or greater than
140 rrii/hr.
1. Wind speed hinit in ASCE 7-10 corresponds to the rounded value franc the following
relationship: V ASCE7-10 = V ASCE7.05 x (1.6)"2.
2. See ASCE 7 for detailed in-forniation on glazed opening protection and considerations for
new treatment of Risk Category under ASCE 7-10. Both ASCE 7-05 and ASCE 7-10 contain
an exception to glazed opening protection based on height above ground and proximity to
aggregate surfaced roofs.
Under ASCE 7-10 provisions for glazed opening protection, wind speed maps associated with
Risk Category 11 are used for all Risk Category It buildings and structures and Risk Category III
buildings except for health care facilities. Wind speed maps for Risk Category III and IV are
used for Risk Category III health care facilities and Risk Category IV buildings and structures.
The combined effect of map changes and revised wind speed triggers is that there are location -
and building -specific differences between ASCE 7-10, and ASCE 7-05 requirements. These
differences can be significant. For example, sorric locations and building types may require
glazed opening protection tinder ASCE 7-10 where opening protection was not previously
required under ASCE 7-05.
ASCE 7-10 Wind Provisions 8 LinelCoulbourne
COORDINATION WITH CODES AND STANDARDS
Wind provisions of ASC.E 7-10 are recognized in the 2012 IRC, the 2012 IBC, and the 2012
WFCM, however, each of these documents addresses implementation of ASCE 7-10 wind
provisions differently.
IBC adopts ASCE 7-1 0 provisions for wind design by reference and incorporates ASCE 7-1 0
wind speed maps. A conversion of mapped wind speed to an ASD basis (i.e. V�'Sd per, 2012 IBC is
calculated as Vasa = V,,,, x 0.6") is added to the IBC to coordinate with previously established
IBC wind speed triggers, many of which remain unchanged. For wood construction, the
conversion from ultimate to ASD-based wind speed is needed to use: tables for attachment of
wood structural panels for wind, wind applicability limits for conventional light -frame
construction, and wind uplift connector requirements in 1BC Section 2308.
Within the IRC, new maps illustrate ASD-based wines speeds. The IRC format of the wind speed
map eliminates the need for conversion of the mapped value as is done in the IBC; however, the
mapped contour lines do not directly align with those in ASCE 7-10 maps incorporated in the
IBC..
The 2012 WFCA11 will include ASCE 7-10 Risk Category It wind speed snaps and tabulate
requirements for wind speeds ranging from 110 mph to 195 mph for both Exposures B and. C.
The reinstatement of Exposure D in ASCE 7-10, is a new consideration for the WFCM as prior
editions provided tabulated requirements for Exposure B and C only, with a conversion table to
adjust tabular values in Chapter 2 for Exposure D. The removal of the occupancy factor
adjustment to wind loads will generally limit applicability of WFCM load tables. While prior
W F,CM load tables were based on occupancy category 11, they were easily adjusted by the
occupancy factor to estimate loads for other occupancy types.
CONCLUSIONS
Changes in wind design provisions introduced in ASCE 7-10 produce the greatest differences in
design velocity pressures for areas within the hurricane prone region. For Exposure D sites,
design velocity pressures can be both larger (Boston, 1'v11A) and smaller (Virginia Beach, VA)
than those determined in accordance with ASCE 7-05. For Exposure C sites, design velocity
pressures were as much as 28 percent smaller than those calculated using ASCE 7-05 for sites
evaluated in this paper. Changes to design velocity pressures followed the same trends for Risk
Category 11,1I1, and IV buildings.
Revised minimum wind loads in ASCE 7-10 will reduce occurrences where they control in licit
of more detailed methods for calculation of wind pressures for MWFRS. Additionally, changes
to wind speed maps and load factors for wind are coordinated with revision of familiar wind
speed and wind load triggers. For example, hurricane prone regions in ASCE 7-1 0 are associated
with mapped wind speeds of 115 mph and higher instead of 90 mph and higher in ASCE 7-05;
with similar wind speed revisions occurring for definition of wind-borne debris regions.
Similarly, the minimum wind load for walls is given as 16 psf in ASCU 7-10 instead of the
familiar 10 psf in ASCE 7-05.
ASCE 7-10 WindProvi;sions 9 Line/Crulbraw-ne
Model building codes and standards that rely on the new wind design approach in AXE 7-10
include the 2012 IRC, the 2012 IBC, and the 2012 WVCM. Each of these documents addresses
implernentation of ASCE 7-10 in a different manner. For design of wood construction in
accordance with the Wl-,CM, it is expected that the Risk Category If wind speed map will be
incorporated as it appears in ASCE 7-10 and tabulated requirement within the ff,FCM will be
associated with ASCE 7-10 mapped wind speeds.
REFERENCES
American Society of Civil Engineers, ASCE 7-05, Minix nun Design Loads far Buildings and
Other w51ruchtres, Reston, VA, 2005.
American Society of Civil Engineers, ASCE 7-10, Miniinuin Design Loads for Buildings and
Other Structures, Reston, VA, 2010.
International Code Council, 2012 International Building Code. Washington, DC, 2011.
AUTHORS
'Director, Structural Engineering, American Wood Council, 803 Sycolin Road, Leesburg, VA
20175, 202463-2767 (work), p-Lin �d)aj� ��Ltg
�L q -L
2 Director, Wind and Flood Hazard Mitigation, Applied Technology Council, 19266 Coastal
Highway, Unit 4, #19, Rehoboth Beach, DE, 703-850-2891 (cell), 302-227-7,652 (fax),
beot0boun.)g_("i,)grurr lw.o.t'.g
ASCE 7-10 Wind Provisions 10 LinelCoulbourne
WINDLOAD
COMPARISON TABLE
Summary of [low the Codes Changed from 2009 to 2012 for Wind
The 2009 IRC and IBC both reference and utilize ASCE 7-05 "Minimum Design Loads for
Buildings and Other Structures" for structural loads and requirements.
The 2012 iRC and IBC both reference and utilize ASCE 7-10 "Minimum Design Loads to] -
Buildings and Other Structures" for structural loads and requirements,
The ASCE 7- 10 manual made significant changes to the wind load section which went from I
chapter in ASCE 7-05 to 6 chapters in ASCE 7- 10. These changes were intended to better
organize the various wind design approaches and building types into separate chapters and to
normalize wind design on the Strength Design approach. Previously, the wind design was
normalized on the Allowable Stress Design approach. In addition, the new ASCE 7-10 manual
eliminated using importance factors with only one local wind speed map to using the three win(]
speed maps which are based on the risk category of the building or structure.
The wind speeds used for determining the design wind pressure are higher in the 2012 codes.
For example, a 120 mph wind speed in the 2009 code is equivalent to a 152 mph wind speed in
the 2012 code. In the 2009 codes and in the 2012 codes, the design wind pressure is essentially
calculated the same way except for using different wind speeds for the different risk categories
instead of the importance factors used in the 2009 codes. The main difference between the codes
is how the design wind pressure is applied as wind loading on a structure using the different load
factors for either Strength Design or Allowable Stress Design.
In the 2009 codes, the Strength Design approach multiplied the design wind pressure by a load
factor of 1.6 and the Allowable Stress Design approach multiplied the design wind pressure by a
load factor of 1.0.
In the 2012 codes, the Strength Design approach multiplies the design wind pressure by a load
factor of LO and the Allowable Stress Design approach multiplies the design wind pressure by a
load factor of 0.6.
So while the design wind pressures are higher using the new wind speed maps in the 2012 codes,
the actual wind loadings used to design a structure are less.
The attached tables show the calculated wind loadings utilizing the Allowable Stress Design for
different building types and with different exposures,
Supplemental Explanation of Tables
Table I
Column I - shows design case used as the basis for the calculations
Colunin 2 - shows the different construction element for which the wind load was calculate(]
Column 3 - shows the calculated wind loads using the 2009 codes
Column 4 - shows the calculated wind loads using the 2012 codes with the current local
amendment of 120 mph.
Column 5 - shows the calculated wind loads using the 2012 codes with no local amendment
and allowing interpolation on the wind maps.
Column I - shows design ease used as the basis for the calculations
Column 2 - shows the different construction element for which the wind load was calculated
Column 3 - shows the calculated wind loads using the 2009 codes
Column 4 - shows the calculated wind loads using the 2012 codes with no local amendment
and allowing interpolation on the wind maps.
Column 5 - shows the calculated wind loads using the 2012 codes with a local amendment
stating the wind speeds to be used for the three maps. This approach basically
does not allow interpolation on the wind maps since the higher wind line is used.
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Local Amendments for City of La Porte Building Codes for Wind Related Sections
Below are the local amendments recommended for the 2012 IRC and IBC with respect to the
wind speeds to be used for the City of La Porte.
See. 82-32 Residential Code Amendments
Replace 120 with "See Note" in wind speed column of Table R301,2(1)
Below the table add the following Note:
Wind Speed Note: For the City, wind speed to be 120 nipli for Section R301.2. 1.1 and for use
with Table R301.2(2), or for use with the methods listed in Section R301.2. 1.1 or with other
methods that utilize ASCE 7-05. The wind speed shall be 150 mph for any approved methods
that utilize ASCE 7-10.
See. 82-,33 Building Code Amendments
Chapter 16. Basic wind speeds for the City shall be as follows:
Figure 1609A, Ultimate Design Wind Speed (3-Second Gust) - 150 MPH
Figure 1609B, Ultimate Design Wind Speed (3,-Second Gust) - 160 MPH
Figure 1609C, Ultimate Design Wind Speed (3-Second Gust) - 140 MPH
6" STUD WALL
REQUIREMENTS
and
Ordinance 96-2079-I
NOTICE
MINIMUM V STUD WALL REQUIREMENTS
EFFECTIVE JUNE 24, 2006
Effective June 24, 2006, the City of La Porte will begin enforcing the "new"
minimum 6" stud wall requirement where drain, waste, and/or vent
plumbing will be installed, in accordance with Ordinance 96-2079-I,
approved by City Council on April 24, 2006.
WOOD
thereto to provide adequate lateral support. Bridging shall
be placed ill every stud cavity and at a frequency such that
no stud so braced shall have a height-to-least-firickness
ratio exceeding 50 with the height of time stritt nicasured
between horizontal framing and bridging or between
bridging, whicileveris greater.
2308.9.10 Cutting and flotchilig. in exterior walls and
bearing partitions, any Nvood stud is permitted to be cut or
notched to a depth not exceeding 25 percent of its width.
Cutt(ing or notching of studs to a depth not greater than 40
percent of the width Of the stud is pci-milted in nonbcaring
partitions supporting no loads other than the weight of the
partition,
230&9.11 Bored holes. A hole not greater in diameter
than 40 percent of the stud width is tier -emitted to be bored
in any wood stud, Bored holes not greater than 60 percent
of tile widdi of the stud are pernlitted ill nonbcaring palli-
tiolls or in any wall where cash bored stud is doubled, pro-
vided not more than two such successive doubled studs are
so bored.
In no case shall the, edge of the bored hole be ricarer
thall '/8 inch (15,9 111111) to tile edge of the stud,
Bored holes shall not be located at (lie same section of
stud as a Cri( or notch.
2308,10 Roof anal ceiling framing, The framing details
required in this section, apply to roofs having a minimum
slope of three units vertical in 12 units horizontal (25-percent
slope) or grcalcl% Where the roof slope is less than till -cc, 1111its
vertical in 12 mlits horizontal (25-percent slope), members
supporting rafters and ceiling joists such as ridge board, )lips
and valleys shall be designed as beams.
2309.1.0.1 Wind uplift, The roof COn8trL1Cti0I) shall have
rafter and truss tics to the wall below, Resultmit, lipl:ift
loads shall be, transferred to time foundation rising a contin-
LIOLIS load path. The rafter or truss to wait connection shall
comply wilh Tables 2304,9,1 and 2308-10A.
1308.10.2, Ceitingioist spans, Allowablespalis for ceiling
joists shall be in accordance Nvitli Tablo 2308,10-20) or
TABLE 2308,9,6
HEADER AND GIRDER SPANS'FOR INTINHIOR REARM, WALLS
(Maximum Spans for Doug" 'In's'Fir-Larch, Hem.Fir, Southern Pine an(] Spruce-Plne•Fir b and Required Number of Jack Stotts)
HEADERS AND GIRDERS
SUPPORTING
SIZE
BUILDING width` (feet)
20 28
—
$pan
NJ'
—
Span
NJ'
span
NJ'
One Floor, Only
2-2x4
3-1
1
2-8
1
2-5
1
2-2x6
4-6
1
3-11
1
3-6
1
2-2x8
5-9
1
5-0
2
el-5
2
2-2xt0
7-0
2
6-1
2
5-5
2
2-2x12
8-1
2
7-0
2
.............------
6-3
2
3-2x8
7-2
1
6-3
1
5-7
2
3-2x10
8-9
1
7-7
2
6-9
2
3-2xl2
10.2
2
8-10
2
7-10
2
4-2x8
. ....... . .
9-0
1
7-8
1
6-9
1
4-2x10
10-1
1
8.9
1
7-10
2
4-2x12
11.9
1
10-2
2
9-1
2
T%vo Floors
2-2x4
2-2
1
1-10
1
1-7
1
2-2x6
3-2
2
2-9
2
2-5
2
2-2x8
01.1
2
3-6
2
3-2
2
2-2x10
4-11
2
4-3
2
3-10
3
2-2X12
5-9
2
5.0
3
4-5
3
:T2Y,8
5.1
2
4-5
2
3-11
2
3-2x10
6-2
2
5.4
2
4-10
2
3.2x12
7-2
2
6.3
2
5-7
3
4-2x8
6.1
1
5-3
2
4-8
2
4-2x10
7-2
2
6-2
5-6
2
4-2x12
8_4
2
7-2
2
6-5
2
For Sr: I hiclin 9.5.4 mm, I, foot = 304.8 nin),
9. Spans ere ggivol ill feet and lliches (ft-in).
b. Tabulated VAILICS are for No. 2 grade, lumber.
c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are pormitted to be interpolated.
d, NJ - Number of jock- studs tequiucd to support eaehi end. Where the, number of mpired jack studs equals one, (lie headers arc. permitted to be supported by all
approved framing anchor allached to the full -height wall slurp AMI to the hcadcf-
2012 INTERNATIONAL BUILDING CODEc) 491
WALL CONSTRUCTION
TOP Pi
BORED HOLE MAX.
DIAMETER 40 PERCI
OF STUD DEPTH
6/, IN, MK TO ED(
NOTCH MUST NOT EXCEED
PERCENT OF STUD DEPTH
BORED HOLES SHALL NOT E
LOCATED IN THE SAME CRC
SECTION OF CUT OR NO-I'Cf
STUD
For SI: I inch = 25.4 inn).
Note: Condition for exterior and bearina. walls.
STUD
5/8 IN, MIN. TO EDGE
� 40 PERCENT AND
JD DEPTH, THEN STUD
ND NO MORE THAN TWO
AREA DOUBLED AND 80
FIGURE P602,6(1)
NOTCHING AND SORER HOLE LIMITATIONS FOR EXTERIOR WALLS AND 13EARING WALLS
2612 INTERNATIONAL RESIDENTIAL CODV' 159
WALL CONSTRUCTION
For Sl: I inch - 25.4 mm
For SJ: t hich = 25.4 mm.
TOP Pbl
MID
BORED I IDLE MAX.
DIAMETER 60 PERCFN
C5 STU b DEPTH
% IN. MN, TO FOOF
/6 IN. MIN. TO
NOTCH MUST NOT EXCEED
40 PERCENT CrSTUD DEPTH
BORED HOLES SI NOT BE
LOCATED IN THE FAMV GROS,
SECTION Or CUT On NOTCH I
STUD
FIGURE R602,6(2)
NOTCHING AND BORED HOLE LIMITATIONS FOR INTERIOR NONBEARING WALLS
EXT ERICH 08 13CARINa V�ALL
AL6,E,�10.054 IN) AND 1,� IN WIDE
NOTCH GREATER THAN 50 fl--l= FASYENEO AUOSSAND
PERCENT OF 711EPIATIEW101H TO THE PLATE AT EACH SIDE OF THE
NOTCH VdITH 8.10cl NAILS EACH SIDE
TOP PLATES
PIPE
FlOunE n602.6.1
Top PLATE FRAMING TO ACCOMMODATE PIPING
160 2012 INTERNATIONAL RESIDENTIAL CODED
WALL CONSTRUCTION
tern Or ti-LISSM (including stories below top story) shall
have tile framing members connected in accordance with
Otte of the rollowfilg.
1. Fastening in accordance with Table R602.3(l)
Where:
1, 1, The basic wind speed does not exceed 90
niph (110 arils), the wind exposure category is
13, tile roof pitch is 5; 12 or greater, and the
roof span is 12 feet (9754 aunt) or less, or
1,2- 'file net uplift value at (tie top of a Wall does
not exceed 100 plE The net uplift value sliall
be determined in accordance With Section
R802.11 and shall be permitted to be lVdLIMI
by 60 plf (86 N/nim) for cacti foll wall
above,
2. Where tile net uplift value at the top of a Wall
exceeds 100 plf (146 N/mm), installing approved
uplift frailling Connectors to provide a continuous
load path from the (oil of the Wall to (lie foundation
or to a point Where (lie uplift force is tOO plf (146
N/mm) or less. The net uplift NInlue, shall be as
determined in )tern 1.2 above,
3. Wall sheathing and fasteners designed in accordance
with accepted engineering practice to resist com-
bincd tip] i ft and shear forces.
R602.4 hterior load -bearing walls. Interior load -bearing
walls shall be constructed, framed and fireblocked as speci-
fied for exterior walls,
R602.5 Interior' nonbearing walls, Interior nonbcaring
walls shall be permitted to be constructed Willi 2 inch by 3
inch (51 nirn by 76 mill) studs spaced 24 inches (610 mm) on
center or, when not part of a braced ivall line, 2 inch by 4
inch (51 min by 102 rim) flat studs spaced at 16 inches (406
n1m) on center. Interior noribcaring walls shall be capped
With at least a single top plate. Interior aonbearing wilts shall
be fireblocked in accordance %vith Section R602,8,
R602.6 Drilling and notching of studs, Drilling and notch-
ing Of SILKIS shall be in accordance with the fojlowirlgJ
1. Notching. Any stud iii in exterior wall or bearing parti-
tion may be cut or notched to a depth not exceeding 25
percent of its Width. Studs in nonbearing partitions may
be notched to a depth not to exceed 40 percent of a sin-
& stud Width,
2. Drilling. Any StUd may be bored or drilled, provided
that (lie diameter of the resulting hole is no more than
60 percent of the stud width, the edge of (tie hole is no
more than '/, inch (16 ram) to the edge of the stud, and
the hole is not located ill tile same section as a cut or
notch. Studs, located in exterior Walls or bearing parti-
tions drilled over 40 percent and tip to 60 percent sliall
also be doubled with no more than two successive dou-
bled studs bored. See Figures R602,6(1) and R602.6(2).
Exception: Use of approved stud shoes is permitted
When they are installed in accordance with the man-
tifacturer's recommendations,
R602.6�.1 Drilling and notching of lot) )Ante. Wilen pip-
ing or ductwoik is placed in or partly in in exterior wall or
interior load -bearing wall, necessitating cutting, drilling or
notching of the top plate by more than 50 percent of its
width, a galvanized metal fie not less than 0.054 inch thick
(137 nnn) (16 gal and 1i12 inches (38 mm) wide sliall be
fastened across and to the plate at cacti side of tile opening
with riot less than eight 10d (0J48 inch diameter) having a
inininium length of 1Y, inches (38 min) at each side or
cqUiWfleflL The Metal, tie must extend wminitnum of 6
inches past the opening. See Figure R602.6. L
Exception: When the entire Side of tile wall with the
notch or cut is covered by wood s1rue(oril, panel sheath-
ing.
R602.7 Headers. For header' spans see Tables R502.5(t),
R502.5(2) and R602.7. 1.
R602.7.1 Sillgle flicillbet' ficaders. Single headers shall
be framed with a single flat 2-inch-nominal (51 mm)
illealber or wall plate not less in Width th,-111 tile wall studs
oil the top and bottom of the header in accordance with
Figures R602,7, t(l) and R602.7.1(2).
1002.7.2 Wood structural panel box headers. Wood
structural panel box headers shall be constructed in accor-
dance With Figure R602.7.2 and Table R602.7.2,
R6017.3 Nonbearing walls. Load -bearing headers are
not required in interior or exterior nonbearing walls. A sill-
gle flat 2-inch by 4-inch (51 jimn by 102 nun) member
may be used as a header in interior or exterior nonbearing
walls for Openings Lip to 8 feet (2438 nun) ill width if the
vertical dislance to (tie parallel nailing surface above is ]lot
more than 24 inches (610 min), For such nonbearing head-
ers, no cripples or blocking are required above tile )leader,
R602.8 Fli-eblocking required, Fireblocking shalt be pro-
vided in accordance with Section R302.1 1.
R602.9 CHI)PIe walls. Foundation cripple walls shall be
framed of studs not smaller (hall the studding above, When
exceeding 4 feet (1219 jilm) in height, such walls shall be
framed Of studs fiflVillg tire size required for in addition,(]
story.
Cripple Walls With a Mid height less thin 14 inches (356
mm) shall be continuously sheathed oil one side will, wood
MUCtIll'al PRIICk faStelled to both the lot) and bottorn plates ill
accordance with Table R602.3(t), or the cripple walls shall
be constructed of solid blockiiig,
All cripple walls shall be supported on continuous founda-
tions,
R602.10 Wall bracing. Buildings shall be braced ill accor-
(1,111ce wit], this section or, when applicable, Section R602A2,
Where a building, or portion thereof, does not comply with
one or more of the bracing requirements in (his section, those
portions shall be designed wind constructed ill accordance wi—
Section R301.1.
158
2012 INTERNATIONAL nFESIDENTIAL CODE'
ORDINANCE NO. 96-2079-I
AN ORDINANCE AMENDING CHAPTER 82 OF THE CODE OF
ORDINANCES OF THE CITY OF LA PORTE BY AMENDING CHAPTER 82
"BUILDINGS AND BUILDING REGULATIONS," ARTICLE II `BUILDING
CODES", TO ADD A NEW SECTION 82-37 "MINIMUM SIZE STUD WALLS
WHERE DRAIN, WASTE, AND/OR VENT PLUMBING IS INSTALLED"
AND TO AMEND SECTIONS 82-37-92-65 "RESERVED"; PROVIDING A
REPEALING CLAUSE; CONTAINING A SAVINGS CLAUSE; FINDING
COMPLIANCE WITH THE OPEN MEETINGS LAW; PROVIDING A
SEVERABILITY CLAUSE; PROVIDING THAT ANY PERSON VIOLATING
THE TERMS OF THIS ORDINANCE SHALL BE DEEMED GUILTY OF A
MISDEMEANOR AND UPON CONVICTION SHALL BE FINED IN A SUM
NOT TO EXCEED TWO THOUSAND DOLLARS; PROVIDING FOR THE
PUBLICATION OF THE CAPTION HEREOF; AND PROVIDING AN
EFFECTIVE DATE HEREOF.
BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF LA PORTE, TEXAS;
Section 1. New Section 82-37 is hereby added to the City of La Porte Code of
Ordinances Chapter 82 "Buildings and Building Regulations", Article II, "Building Codes", and
shall hereinafter read as follows, to -wit:
"Section 82-37. Minimum size stud walls where Drain, Waste and/or Vent plumbing
is installed.
Minimum six-inch (G") stud walls small be required where drain, waste & vent
(DWV — Horizontal and/or Vertical) plumbing is installed. The use of 2X6 studs
(wood or metal) shall be required for new construction and additions (addition of
square footage) for both residential and non-residential construction where DWV
plumbing is Installed."
Section 2. Sections 82-37-82-65, "Reserved", of City of La Porte Code of
Ordinances Chapter 82 `Buildings and Building Regulations", Article II, `Building Codes", is
hereby amended and shall hereafter read as follows, to -wit.
"Section 82-38--82-65. Reserved".
Section 3. All ordinances or parts of ordinances inconsistent with the terms of this
ordinance are hereby repealed; provided, however, that such repeal shall be only to the extent of
such inconsistency and in all other respects this ordinance shall be cumulative of other
ordinances regulating and governing the subject matter covered by this ordinance.
Section 4. If any section, sentence, phrase, clause, or any part of any section, sentence,
phrase, or clause, of this Ordinance shall, for any reason, be held invalid, such invalidity shall
not affect the remaining portions of this Ordinance, and it is hereby declared to the intention of
this City Council to have passed each section, sentence, phrase, or clause, or part thereof,
irrespective of the fact that any other section, sentence, phrase, or clause, or part thereof, may be
declared invalid.
Section 5. Any person, as the term "person" is defined in Section 1.07 (27), Texas Penal
Code, who shall violate any provision of the ordinance, shall be deemed guilty of a misdemeanor
and upon conviction shall be punished by a fine not to exceed TWO THOUSAND DOLLARS
($2,000.00).
Section 6. This Ordinance shall be effective sixty (60) days after its passage and
approval. The City Secretary shall give notice of the passage of this ordinance by causing the
caption hereof to be published in the official newspaper of the City of La Porte at least twice
within ten (10) days after the passage of this ordinance.
Section 7. The City Council officially finds, determines, recites and declares that a
sufficient written notice of the date, hour, place and subject of this meeting of the City Council is
posted at a place convenient to the public at the City Hall of the city for the time required by law
preceding this meeting, as required by the Chapter 551, Texas Government Code; and that this
meeting has been open to the public as required by law at all times during which this ordinance
and the subject matter thereof has been discussed, considered and formally acted upon. The City
Council further ratifies, approves and confirms such written notice and the contents and posting
thereof.
PASSED AND APPROVED this the S4day ofa#L , 2006.
CITY F LA PORT
BY: . --
Mayor
ATTEST:
City Secretary
APPR VE :
—77
City Attorney