HomeMy WebLinkAboutPOWERPANEL TEST DATA - M19-00152 - Grover - 930 River Run - Shop''11IU1)"ALUMAX
Powerpanel Test Data
for
Post -Frame End Walls With Diaphragm Loading
1.0 _Back--mund
The maxium shear in a roof due to wind loading occurs in both end bays of a rectangular clear -span
building. The roof shear in each end bay must be transmitted to the end wall and finally to the ground or foundation
system. The post -frame end wall thus fimctions as a diaphragm that delivers the shear load in the roof to the
embedded posts (or post -slab ccm iczaca).
When a door is placed in an end wall, a portion of the end -wall diaphragm strength is lost and the stiffness
of the cad wall is reduced. The information presented herein gives the necessary data for the design of end -wall
cnmsauctions with doors. When no door is installed (the end wall is solid), the same test data can be used to select
constructions needed to design post -frame end walls. ,
Stiffinew data are also included to aid budding researchers in determining the impact of cad -wall deflections
on the total building design process.
0 Definitions
The following definitions apply:
Budding Designer - person(s) responsible for the structural analysis and design of the building to meet the Ieading
. requirements of the code of jurisdiction, or building authority. :. .. _ . _ _- •. -
End -Wall Diaphragm Section - the diaphragm consrrxuction-between ead-wall posts.
Maumum Roof Shear, V (lbs) - the maximum shear load in the roof that must be transmitted by the end -wall
diaphragm panels to the ground or foundation system.
Maximum Roof Shear Intensity, I (lbs./ft) - this loading occurs at the end wall and can be calculated by the
Technical Data Information for Powerpanel 29 -Gauge Roof Panel Diaphragms`. It may also be calculated
by ASAE EP—$84.1 Diaphragm Design of Metal -Clad, Post -Frame Rectangular Buildings or nay other
method of analysis deemed appropriate by the building designer.
Allowable End -Wall Shear Capacity, SC (lbs.) - the allowable shear capacity of the end -wall.
3 0 Scone
The data presented gives the allowable shear capacity of five Powerpanel cad -wall diaphragm constructions.
End -wall diaphragm panel strength is only one of the many inputs used by the building designer to provide adequate
building :Mance against wind induced fortes?. Diaphragm related considerations not included in this brochure
for end -wall design are (but not limited to):
1. the connection system between the roof diaphragm and end -wall diaphragm
2. the connection system between the end -wail diaphragm and the ground (or foundation system) and
3. the design of the post foundation to resist uplift fortes on corner posts or door posts, produced
by end -wall shear forces.
Design procedures for post foundations rue given by ASAE EP -486 Post and Pole Foundation Design', and Wirt
and others`.
Information presented herein is intended to sere as input to the building designer responsible for the building
design. The applicability of the !est data presented must be determined by the building designer.
4.0 Assumptions and Litations
4.1 Assumptions required for applying test data of Section 5.0. All assumptions a) through g) must be satisfied to
apply the test data and calculations of Section S.O. ' -
a) All end -wall posts are 8 fL or less on-ceater.
b) The end -wall posts may be solid -sawn, nail-Iaminated, or glue -Laminated, either attached to a slab
or embedded in the ground. Post lumber is from Group 11 or I (See Appendix A).
C) The metal cladding and thiclmess, nails, and screws are the same as the systems tested described
by Section 6.0.
d) Coiling height is between 12 and 20 fL
C) End -wall sections having fewer or mote than the two and --wall diaphragm sections tested (Section
7.0) have a propordoaately Iesser or greater shear stmngth, respectively.
f) The end -wall diaphragm is attached to the truss top chord, and the gable section of the end wall
has -the -same -shear -strength-as-the-end--wall- diaphragm seasons tested without a gable.
Appendix B for test configuration.)
g) The end wall, excluding the door opening, is assumed to be without any other opening.
4.2 limitations
The relative impact on shear strength of each component of the end -wall diaphragm has not been defined.
Therefore, in using the test data, no variation of metal cladding, fastener chmmmeristica_and pattern and_&zming_- --
details, is permitted.
5.9 galculating. and Meeting End -Wall Shear Requiremetts
5.1 Meeting End -Wall Shear Requirements
For an adequate design, the calculated end -wall sheat Toad (V) must be less than the allowable end -Wall .
shear capacity (SC) of the end -wall construction. Mathematically,
V < SC
5.2 Calculating End -Wall Shear Load
V = I x W (2)
I - is the maximum roof shear intensity (Refereaces 1 and 2)
W is the building end -wall width in feet.
5.3 Calculating the Allowable End -Wall Shear Capacity
Table 1 gives the allowable diaphragm shear strengths for construction Q-1 through Q -S for both
12 and 20 & ceiling heights. Theoretically, the 12 and 20 R test diaphragm shear strength should be the same for
the same construction. Since it is not practical to test every building height from 12 to 20 fL, the buiOng derigner
can select the lower allowable for two test heights reported, or use an interpolation rule based an their experie=
and judgment
2 �
�_ -•. Table 1. Allowable Ead-Wall Shear Values for 12 and 20 ft. Building Heights. Section 6.0 gives
construction details for end-wall diaphragm constructions Q-1 through Q-5.
A1115WIUIC Strcagsh. A (s!ft)
End-Wall
12 ft. 20 &
Construction
CAiling ming
Ql
100 75
Q2
170 165
Q3
190 190
Q4
330 340
Q5
515 570
where
The allowable end -wall shear capacity is given by
SC - (W - DW) R (3)
W is the width of the building in feet (Figure 1)
DW is the door (or opening) width in feet (Figure 1), or the distance between end -wall structural posts
surrounding the door, whichever is greater. If more than one door is installed.. DW is the total
of door widths.
R is the allowable end -wall shear strength in Ibslft from Table 1. - . �...
Note: See Section 4.0
DW -�
W
Figure 1. End wall showing door opening, gable -end truss and posts.
3
5.4 Example for Section 5.0
A 16 ft. door is required in the end wall of a 60 R wide building. The ceiling height is 20 ft. and the door
height is 16 ft. The maximum roof shear. I, has-been determined (Refereaox I or 2) to be 104 lbs/ft.
The end -wall shear load is given by Equation (2)
V = IxW
V = 104 lbs/ft. x 60 ft. = 6,240 !b.
Note: Depending upon the building code, this load requirement maybe reduced by a factor of 1.33. See for
example, UBC (1991), paragraph 2303(d), or BCCA (1990), paragraph 1114.3. Decreasing the load is equivalent
to increasing the allowable woricing stress.
By selecting end -wall construction Q2 and the lowest value for the two heights tested, the allowable end -
wall shear capacity is calculated by equation 3 with R a 165 lbs/ft. (Table 1)
SC = (W-- DW) R -
SC = (60 ft. - 16 fL) 165 lbs/ft. = 7,260 1b.
By equation (1), end -wall construction Q2 is adequate
V < SC
6,140 1b. < 7,260 1b.
Construction Ql would not be adequate since, for the example, SC would equal 3,080 lb. ((60 R - 16 ft.) x 70
lbs/ft.) using the lowest value for the two heights tested.
In addition to the requirements of Equation 1. the' end -wall post spacing cannot exceed 8 ft. For the
example, a pout spacing of approximately 7 R - 4 in. will meet the diaphragm requirement with strucxtral posts
positioned at the edges of the door. ' -" -% ' - • • • ' `
Note: End -wall post spacing may be controlled by other than diaphragm shear loading.
.0 Rowemanef�End-Wall Diaphragm Constructions
The end -wall diaphragms tested used the 26 or 29 gauge Powerpanel profile manufactured by Alumax
Building Products. In addition to the specific requirements for each construction Q1 through Q5 given in 6.1
through 6.5, respectively, the end -wall diaphragm systems tested have special requirements as follows:
a) Splash board is 2 x 8 or larger and from lumber Group Il or I (See Appendix A).
b) The splash board is attached to each end -wall post with seven (7) 20d double hot -dipped galvanized,
threaded and hardened nails. If necessary, provide prebored holes in splash board to prevent splitting.
c) The cad -wall diaphragm is attached directly to the truss top chord. Full length steel sheets (from
splash board to truss top chord) are required.
d) The diaphragm constructions Q1 through QS are fastened to the splash board and tram top chord with
#12 x 1 5/8 in.:crews, (Deep Grip SPEX with ULTRA Seal Coating, EPDM tubber on 9/16 in.
diameter G-90 galvanized washer distributed by East Coast Fasteners and Closures), on both sides
of the major ribs (See Figure 2). At all intermediate gird the same screws are required on one side
of the major ribs (See Figure 2).
e) Girt lumber is from lumber Group III, 11, or I (See Appendix A).
f) Moisture content of girt lumber must not exceed 19% at time of installation.
g) Girts (2 x 4 or larger) are attached flatwise with two 20d threaded and hardened nails at each post
location.
h) All steel is 29 gauge Powerpanel except for Construction Q-4 that uses 26 gauge Powerpanel.
4 s'
�-' n. T el01. erg r gi
jj� 11
All Guts
Figure 2. Fastener Pattern for Splash Board, Truss Top Chord, and Iatermediate Girts.
6.1 Construction Q-1
In addition to the requirements of 6.0, the girt spacing is 36 in. or less on -canter.
6.2 Constmcdon Q-2
In addition to the requirements of 6.0, A112 x 1/2 in. stitch screws, hex head with neoprene washer, 8 in.
on -coater, are required. Girts are 36 in. or less on -center.
6.3 Construction Q-3
In addition to the requirement of 6.0,112 x 1/2 in. stitch screws, hex head with washers, 8 in. on -nater
am required. Insull 2 x 4 blocidng on the end -wall posts where the end -wall metal cladding ends (at sidewalls and
door facers) and fasten steel to blocking with 012 x 1 S/8 in. screws (Deep Grip SPI) 8 in. on -center. Blocking
lumber is from Group M. II, or I (See Appendix A). Install blocking with one 20d threaded and hardened nail,
each end, not less than 2 in. from block ends. Girts are 36 in. or less on -center.
6.4 Construction Q-4
In addition to the requirements of 6.0, 26 gauge Powerpanel is required with stitching 8 in. on -center, #12
x 1/2 in. hex head with neoprene washer. Install 2 x 4 blocking on the end -wall posts when the end -wall metal
cladding ends (at sidewalls or door faces) and &sten steel to blocking with ®12 x 1 5/8 in. screws (Deep Grip
SPS 8 in. on -center. Blocking lumber is from Group III, II, or I (See Appendix A). Install blocking with one
20d threaded and hardened nail. each end, not less than 2 in. from block ends. Girts are 36 in. or less oa-center.
6.5 Coastructioa Q-5
In addition to the requirements of 6.0, 1/2 in. CDX plywood is required. Install x 4 blocking on the end-
wall posts where the end -wail metal cladding ends (at sidewalls or door faces) and fasten steel to blocking with 412
x 15/8 in. screws (Deep Grip SPEX) 8 in. on-ceater. Blocking lumber is from Group M. H. or I (See Appendix
A). Install blocking with one 20d threaded and hardened nail, each end, not less than 2 in. from blocks eads.
Plywood is nailed on all edges 4 in. on -center with 0.0915' x 17/8 in. Senor ECZO nails (or equivalent).
Girt spacing is 24 in. on -center or less. In addition to the screw requirements of 6.0, the 29 gauge steel is stikhed `
with #12 x 1/2 in. screws, hex head with neoprene washers, 8 in. on -eater. Girt spacing is 24 in. on -center or
less.
7.0 Text Assembly and Stiffness Data
For purposes of providing information for post -fume research work and to document the test results
reported herein. load -deflection plots (Figures B.1 through B.5) for the end -wall constructions are given in Appendix
B. Also, a schematic of the test assembly for the 12 fL ceiling height is included to show the loading and support
conditions for all tests. The test assemblies used a nail -laminated column and 'pin' reactions at their base, thus
test results obtained are conservative for solid -sawn posts attached to a slab or embedded in the ground.
8.0 Retercrces
1. Alumax Building Products. 1991. Technical Data Information for Powerpanel 29 -Gauge Roof Panel
Diaphragms. Alumax Building Products, P. O. Box 480, Reidsville, NC 27320.
2- American Society of Agricultural Engineers (ASAE). 1990. EP -484.1 Diaphragm Design of Metal -
Clad, Post -Fr me Rectangular Buildings. ASAE, 2950 Niles Road, St. Joseph, MI 49085-%59.
3. 1991. EP -486 Post and Pole Foundation Design. ASAE, 2950 Niles Road,
St. -Joseph, -Ml- 49A85-9659_
4. American Society for Testing and Materials (ASIN. 1991. E564-76 Standard Method of Static
Load Test for Shear Resistance of Framed Walls for Buildings. Volume 4.07, ASTM, 1916 Race
Street, Philadelphia, PA 19103.
5. Building Officials and Code AdmiriL-trinrs (BOCA). 1990. BOCA National Building Code. BOCA,
4051 W. Flossmoor Road, Country Club Frills, IL 60477.
6. International Conference of Building Officials. 1991. Uniform Building Code (UBC). ICBG, 5360
South Wori®an Mill Road, Whittier, CA 90601.
7. Walker, J. N. and F. E. Woeste. 1992. Post -Frame Building Design. ASAE Monograph, ASAE,
2950 Niles Road, St. Joseph, MI 49085-9659.
S. Wirt, D. L, F. E- Woeste, D. E. Kline, and T. E. McLain. 1991. Design Procedures for Post -
Frame End -Walls. Applied Engineering in Agriculture, ASAE, 2950 Niles, Road, St. Joseph, MI
49085-%59.
1-0-&-knowledrements
The 20-d threaded and hardened nails were provided by W. EL Maze Company, Pau, Illinois. The #12
X 15/8 in. screws (Deep Grip SP1X with Ultra Seal Coating) were provided by East Coast Fasteners and Closures,
Inc., New Albany, Indiana_
. Ed Bahler, Jr., FBI Buildings, Inc., Remington, Indiana, is recognized for his critical review of this
brochure. Cal Siegel, Modern Pole Builders Inc., Ripon, Wisconsin, is recognized for his input on common
construction practices is post -frame.
..t.=..r....w ... %.rW- ♦-. • Wacaa KA%AA .0 r&a6KJ%azLL0rL 170V. 11AULaat uengn VeCtncatl0n (1VL)5) for
Wood Construction. NFPA. 1250 Connecticut Avenue, N.W., Washington, DC.)
TABLE 8.1A. GROUPING OF SPECIES FOR FASTn.*fING DESIGN
i.•Uroup
for IRS
scrM. droit MO. space,
Grouping for umber eaanector loads
rood anew and metal plate connector lands
r
load
Species of wood
Group
Species of wood
.�pecrtic
sravity
Stow
(G)
Ash Commercial While
Ash. Commercial White
0.62
Bomb
Beach
0.68
Bitch, Sweet a Yellow
Birch. Sweet dt Yellow
0.66
Group A
Douglas Fir•Latch (pease)-
Group I
fficbar7 a Pecan
Hickory a Pecan
0.75
Maple, Black a Sugar
MRIe. Black a Sugar
0.66
Oak. Red dt White
Oak Red a White
0.67
Southam Pine (Dense)
Douvas r w- - "'N;%r'u-L4=nscan
.3
Group B
Soudw n Pine
Group a
Sachem Pim
0s5
Swetgum & Tupelo
Swestgum dt Tupelo
0.54
V'uginia Pine - Pond Pine
0.54
10MM Rcawn
iC...ornia Raowood
U.42
Douglas Fir, South
Douglas Fir. South
0.48
Eastern Hemlock TamarscL-
Earem Hemlock
0.43
Ekso-Fir"s'
Eastern Hemlock -Tamarack-
0.45
Eaaraa Softwoods
0.42
Group C
Group ur
Heat -Fir -
0.42
Lodgepole Pine
Lodtepole Pine
0.44
Mountain Hemlock
Mountain Hemlock
0.47
Northern Aspen
Mountain Hemloek-Hem Fir
0.44
Nocthern Pim
Northern Aspen
0.42
Poode:oss Ptae ""
Ponderosa Pim.Sugar Pine
Northern Pim
Pondeeoas Piw-
0.46
0.49
Red Pias a"s
Poodema P'iaaSugar Pim
0.42
Sulu Spruce
Red Pim --"
0.42
Southern Cypress
Sulu Spruce
0.43
Southern Cypress
0.48
Sprue -Pine -Fir
Sprue -Piste -Fir
0.42
Western Hemlock
Wemm Hemlock
0.48
Yellow Popes
Yellow Poplar
0.46
Aspen
Aapea
BsWm Fir
Balsam Fir
0.36
Black Camstwood
Black Cottonwood
0.33
t;alifaaia Redwood, Open StainCalifornia
Redwood, Open SMin
0.37
Cast S'trka spruce
Cour Sura Spruce
0.39
Coat Species
0J9
Group D
Cattoawood. Eastern
Group IV
Cottoawood. Eastern
0.41
Eadern Spruce
Eastam Spruce
0.41
Eastern Whim tea--
Eastern White P906004
0i8
Eastern Wood.
0-36
Fngelaum Spruce - Alpinn Fir
Eagelmam Spruce - Alpine Fur
0.36
Idaho Whirs Pion
Idaho Whim And
0.40
Narhern Species
0-35
Northern Whim Cedar
Noaaern Whim Cedar
0.31
Went Coast Woods (Mixed Span")
0.35
Western Cedars-'-
Western Cedars"'
0-35
Western Whim PSne
Western Whim Pine
0.40
Whits Woods (Western Woods)
0.3S
•Whca
suras Mderr.
..
Based on weight and volume when sten-dry.
---
Alao applies when species name includes the designation 'Noah'.
0-
Applies when traded to NLGA ales.
Nota:
Coarse train Southern Pine. as used in some Slued laminated clasher combinationi, is in Group C.
7
a
IV
Appendix B
POWERPANEL END -WALL TEST
LOAD DEFLECTION CURVES
ASTU TEST E564-76
6000 f
7600 I I I I
7200 I I
Mac
6400 I + 12' WALL HEIGHT
6000 I o 20' WALL HEIGHT I
U'1 5600 , I i
Z 5200
4600 I I
O 4400 I I I I
v 4000 i I
3600
Q 3200 I I
O 2600 I IF I
2400
2000 I I I
1600 I
1200I I I
aaa I
40a I
a
0.00 0.44 a.88 1.32 1.76 2.20 2.54 3.06 3.52 3.98 4.40
TOTAL DE.FIlM10N (INCHES)
16' wide, 8' past soccing, 29 gage, no stitching
CONSTRUCTION 0-1
POWERPANEL END -WALL TEST
LOAD DEFLECTION CURVES
ASMTESTE564-76
I Saco
7600
7200
Saco
5400
172 Seco
Z 5200 I
=) 4600
O 4400
4000
3eoo + 12' WALL HEIGHT
Q 3200 I 0 20' WALL HEIGHT
Cl 2100 0 20' WALL HEIGHT
2400
2000
1600 I
1200 I
aGa '
i 400
0
0.00 0.44 0.11 1.32 1.76 2.20 2.64 3.05 3.52 3.96 4.40
i TOTAL DEFLECTION (INCHESI "I'1 6' wide, 8' post spacing, 29 gcge. 'stitching
CONSTRUCTION 0-2
L—
{
7
f4M1.
. ` Appendix B (Continued)
8000
7600
POWERPANEL END -WALL TEST
LOAD DEFLECTION CURVES
ASTM TEST ES64-76
7200 �- r
6800 I
6400
i-. 6000
1n Seca r _
Z 5200 -
=) 4800
04400 + 12' WALL HEIGHT
v 4000 + 12' WALL HEIGHT
03600 0 20' WALL HEIGHT
Q 3200
0 2800
—1 2400
2000 ► I
1e0o ,
1200 - I r
SOc - s
400
0
0.00 0.44 0.88 1.32 1.76 2.20 2.54 3.08 3.52 3.96 4.40
TOTAL 0EFLEC110N (INCHES)
1 6' wide, 8' past spacing, 29 gage, 8"stitching
CONSTRUCTION Q-3 eage blocked -
14400
13600
12800
12000
11200
N 10400
9600
Z Baca
0 8000
v 7200
Q 6400
a0 5600
4800
4000
3200
2400
1600
800
0
POWERPANEL END -WALL TEST
LOAD DEFLECTION CURVES
ASTM TEST E564-76
+ 12' WALL HEIGHT
0 20' WALL HEIGHT
0.00 0.44 0.88 1.32 1.76 2.20 2.64 3.08 3.52 3.95 4.40
TOTAL DEFLECTION (INCHES)
16' wide, 8'past saacing, 26 gage, 8"stitching
CON�STUCTION O-4 edge blocked
•. Appendix B (Continued)
POWERPANEL END -WALL TEST
LOAD DE.=I:ECTiON CURVES
ASTM TEST E564-76
24000
22400
20800
i19200
(^ 17600
Z 16000
:) 14400
a 12800
.11200
0 9600
I O
j 8000
6400
4800
3200
1600
0
i
fti�i'v'�ry�.r S •
7 '
0.0 0.7 ' 1.4 2.1 2.8 15 4.2 4.9 5.8 6.3 7.0
TOTAL DUI-ECTION (INCHES)
r 1 6'wide, 8' post spac:na, 29 gage, 8'stitching
I CONSTRUCTION 0-5 1 /2" C5X plywood under °"owerpanel
4.S M.
91 11-r M. %VMCAL RSRQW ON POST
2 X 6 CrRuss CNORO)
P �.s=C
LC" TRUSS 04M SnFFENO
xm1 2 x t (FON TEST ONLY)
TWO 201 NAMOCO
KW rm.
2 % 4 MGC1WVG COh'")OUs ..
,--EACH S70E (t141N REOUMM)
—4ONE 20d MA"CHEO
EACH ET+O
i
,rmu STEM
/-IN MEL STARTS _
,0 l/2'
nN GOAwEC noN . E►W or cxM Prix
l
X 4 M.
td Mor oaueLc DIPPED GALVANIZED
010610040 RMGW40WW rM.
It
2S '
T
T
32 1/Z
i
T
_ 32 1/7'
d
C
I
0.0 0.7 ' 1.4 2.1 2.8 15 4.2 4.9 5.8 6.3 7.0
TOTAL DUI-ECTION (INCHES)
r 1 6'wide, 8' post spac:na, 29 gage, 8'stitching
I CONSTRUCTION 0-5 1 /2" C5X plywood under °"owerpanel
4.S M.
91 11-r M. %VMCAL RSRQW ON POST
2 X 6 CrRuss CNORO)
P �.s=C
LC" TRUSS 04M SnFFENO
xm1 2 x t (FON TEST ONLY)
TWO 201 NAMOCO
KW rm.
2 % 4 MGC1WVG COh'")OUs ..
,--EACH S70E (t141N REOUMM)
—4ONE 20d MA"CHEO
EACH ET+O
i
,rmu STEM
/-IN MEL STARTS _
,0 l/2'
nN GOAwEC noN . E►W or cxM Prix
l
X 4 M.
td Mor oaueLc DIPPED GALVANIZED
010610040 RMGW40WW rM.
It
2S '
T
T
32 1/Z
i
T
_ 32 1/7'
d
C