Report -c srx c'1c OC)A)
I23 -! cc} /3r 42
RECEIVED ,
DEC 7 2015
• CITY OFTIGARD NO 5 2015 Ark
June 26, 2015 BUILDING DIVISION CU OF (SAKI)
Steve Koch a BUILDING 1) Imoomes G. Pierson, Inc.
Precision Rail of Or p-
PO Box 412. tl FILE COPY ‘1\bb7111:0,
Gresham, OR 97030
Analysis of Residential Guardrail System
OFFICE COPY Precision Rail
Dear Mr. Koch:
James G. Pierson, Inc. is pleased to submit this report which summarizes the results of
the analysis of Precision Rail's Residential Guardrail System.
Precision Rail of Oregon distributes aluminum, stainless steel cable, and glass railing
systems for decks and stairs using aluminum products marketed under the trademark
Alumarail. Previous reports for the Residential Guardrail System prepared by Pierson,
,• Inc. directly for SAPA were reviewed and incorporated into this report.
4 CONCLUSIONS
1. The analysis demonstrates that the Precision Rail Residential guardrail system meets
the requirements of the 2012 International Building Code and 2012 International
Residential Code for systems used in one-and two-family dwellings as defined in those
codes. Multiple family dwellings (apartments, condos, hotels) and other commercial
applications, although similar use of the products, the design documentation required for •
those applications of the guardrails system is beyond the scope of this analysis.
2. The analysis utilizes allowable stress design (working stress design). The analysis
provides a suitably conservative demonstration that the residential guardrail system meets
the applicable code requirements.
3 . Verification that the deck or balcony framing supporting the guardrail system meets
the minimum sizes specified is beyond the scope of this report(by others).
Consulting Structural Engineers
610 S .Alder Street,Suite 918, Portland,Oregon 97205 Tel:(503)226-1286 Fax (503)226-3130
j 1
•
PRODUCT DESCRIPTION
The Precision Rail Residential Railing System consists of extruded 6005-T5 aluminum
alloy framing members (posts and rails) with aluminum balustrades (for which Precision
Rail uses the term "pickets") or glass balustrade panels or stainless steel cables.
(Balustrade material is designated "infill" in the industry.) Aluminum members are
connected together with cadmium-coated Torx Drive flat head steel screws and coated
with a pigmented enamel finish for durability and aesthetics or Type 304 SH stainless
steel flat head screws.
The railing systems are typically sold for use as exterior residential guardrails on
balconies, decks, porches, stairs and similar installations where railings are required or
desired.
These systems are designed to be partially field-fabricated using stock components. The
frames are designed to attach the systems to structures composed of wood and other
components. The'screw and lag connectors used to connect to the supporting structures
should be either hot dipped galvanized steel or stainless steel.
The top railing for these systems is offered in rounded cross-sectional configurations
(Series 100 and 999) or flat configurations (Series 375 and 200). Railing sections are
fabricated for 5 foot spacing for glass infill systems between vertical posts or up to 6 foot
spacing for other infill. These sections are attached to a short railing block which in turn
is attached to the vertical posts. The posts are attached to mounting brackets which are
attached to the deck or balcony framing.
STANDARDS
Precision Rail products are marketed in the western United States. Therefore it was
determined that standard used for analysis should be the minimum loads specified in the
2012 International Building Code (IBC) and the 2012 International Residential Code
(IRC) which are the basis for state building codes in the Western United States.
Guardrails and handrails are required by both codes where safety from falling is involved
in the design and construction of buildings. A subset of the load provisions of the IBC are
incorporated into the IRC which is widely used by state building code organizations as
the minimum standard for construction of one- and two-family dwellings as well as
townhouses. The IBC covers other types of residential such as multi-family structures
(condos, apartments,,mixed use buildings).
It was determined that the loading provisions of Section 1607.7.1 of the IBC is the more
conservative of the two codes that apply to the Precision Rail residential railing systems.
A copy of the key code sections are attached. Per the IBC, Railing Systems are required
to withstand a specified loading of 200 pounds applied in any direction or 50 pounds per
linear foot to the top rail of guardrails. The IBC exempts the 50 plf requirement for one-
and two- family dwellings and this uniform load is not included in the IRC. The top rail
load is not required to be concurrent with any other loads.
Consulting Structural Engineers
610 SW.Alder Street,Suite 918, Portland,Oregon 97205 Tel (503)226-1286 Fax (503)226-3130
�I S
Components of the rail system (pickets, glass panels, cables, bottom rails) are designed to
resist a 50 lb force in any direction over a one foot square area (same requirement in both
the IRC and IBC codes)
The terminology of the IBC "be designed to resist" was interpreted to mean that the
railing system being analyzed would resist the forces applied without any material
yielding (breaking or permanent bending). Because railing system members are not
considered to be structural components of a building, the material deflection limit
requirements do not apply; however, it is obvious that a railing system must resist
minimum loads without plastic a deformation that would compromise safety. As a result,
the analysis utilizes allowable stress design (working stress design). The analysis
provides a suitably conservative demonstration that the residential guardrail system meets
the applicable code requirements.
ANALYSIS RESULTS
The analysis is elaborated as follows:
• Calculations Pages 1 -
. Section Properties Pages S1 - S21
We are pleased to submit this report. Please call us if questions arise.
( Sincerely yours,
1:t PROfe
XIP ` ��'r{ x (�
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r 0032353
4„ OREGON � ' V�ti• e'er'
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rXF+tF:!-_S 1Q�3/17
EXPIF E5, 4a-50-1-1
1._..__.__..__... _._..______....__....W....✓_✓.._V......V
Peder Golberg, P.E., S.E.
Principal
Consulting Structural Engineers
610 S .Alder Street,Suite 918. Portland.Oregon 97205 'Tel:(503)226-1236 Fax (503)226-3130
(1
Contents
Check Top Rails for Loading 3
Rail Connections 4
Posts-Shear 6
Check Rail Splices 6
Post Mounting Bracket 7
Other Four Walled brackets 8
Cable Railing System 18
Top Rail Compression Check
Project Job no.
James G. Pierson, Inc. Residential Guardrail systems
Location Date
Consulting Structural Engineers Oregon and Washington 6/20/2015
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax.(503):26-3130 Client Sheet no.
Precision Rail of Oregon 1
Residential Series Aluminum Railing Systems
Task: Check for conformance to the 2012 IRC and 2012 IBC using Aluminum •
Design Manual, 8th edition (Jan 2005)
One or Two family dwellings- IRC is the controlling code
Multiple family dwellings (apartments, condos, hotels) and other commercial
applications - IBC is the controlling code and the design of those types of
guardrails systems is beyond the scope of this analysis.
IRC Table R301.5: Guardrail & Handrails 200 lbs any direction at top rail
Guardrail in-fill 50 psf over a 1 ft sq. area (balusters, fillers, glass, cables, etc)
Glazing requires a safety factor of 4
IBC Section 160.7: Similar to above IRC except they add a design requirement
of 50 plf load to the top rail in any direction (comes into play when posts are
spaced over 4 ft o/c
Guardrail Height:; H36 = 36 in ; or; H42 = 42 in ;check both
Aluminum Properties: Extruded 6005-T5
;FL = 38 ksi
;Fty = 35 ksi
;F'cy = 35 ksi
;Fshear = 20 ksi
;Fbearing = 56 ksi
;E = 10000 ksi .
;Fbi = F'cy / 1.65 = 21212.121 psi ;(ASD)
or ;Fb2= Ftu/ (1 * 1.95) = 19487.179 psi ;(ASD)
Fbi = 21212.121 psi
; Fb2 = 19487.179 psi
;Fb = min(Fbt,Fb2)
;Fb ='19487.179 psi
•
��'•. Project lob no
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location Date
Oregon and Washington 6/20/2015
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Precision Rail of Oregon 2
CHECK TOP RAILS FOR LOADING
- ;L=6 ft;is desired maximum spacing of posts. ;L= 6.000 ft
Bending of Top Rail ; M=200 lbs*L/4=300.000 lb_ft; or
; M=3600.000 lb_in
100 Series Top Rail (SAPA part 13505) (7,,,,-",,,
;Svert,00=0.201 in4/1.159 in= 0.173 in3
;Shorzloo=0.228 in4/1 in= 0.228 in3 l' l
200 Series Top Rail (SAPA part 25878) ---._—_
r --4
;Suert2o0= 0.249 in4/1.199 in=0.208 in3
0
;Shorz230= 1.442 in4/1.75 in=0.824 in3
375 Se Els Top Rail (SAPA part 31836) :::1\ 01. �c w
es
Svert30 � 2 in4/1.382 in= 0.276 in3
n
;Shorz3 0= 295 in4/0.875 in = 0.337 in3
999 Seri .. 'sacva�•A part 29811)
- ;Sverts99=0.2 in°/1.23 in= 0.185 in3 —
;Shorzsss= 1.3: n°/1.75 in= 0.743 in3 4,\1/)06-
)
ti)0$c` -
1
Check smallest section(100 series)for vertical loading .irection -"► 1
;fb.er,=M/Svertioo= 20758.209 psi ; >19,500 psi for 100 - -
;"No Good"
Check next smallest section(999 series)
;fbvert=M/Svert999 ;fbvert= 19.421 ksi;< 19,500 psi (fo :99 Series- . er sizes larger) i.e.
maximum post spacing is;5.-6";for 100 series unless balus -rs or glass nels used to share any
vertical load between top and bottom rails-then 6 ft max. spacilyp__w.. d als be okay
All other rail series okay for 6 ft spacing of posts for vertical loading)
Check smallest section(100 series again)for horizontal loading condition
;fbhorz=M/Shorz,00 = 15789.474 psi; < 19,500 psi (for 100 Series) i.e. maximum
post spacing of 6'-0"okay for horizontal loading of all series of the top rails
e. Project Job no
- James G. Pierson, Inc. Residential Guardrail systems
.- 1oC°°° Date
Consulting Structural Engineers
Oregon and Washington 6/20/2015
-" 610 S.W.Alder.Suite 918 Portland.Oreeon 97205
1
RAIL CONNECTIONS
The top rail sections either slide over connection blocks or are attached to
the top of the posts. In either case,(2)#10 self-drilling steel screws are
used to make the connections.
The connection blocks are attached to the sides of the vertical posts with
(2)#10 self-drilling steel screws. In most cases,the 300 lb maximum load
is shared by(4)screws but if the load(200 lbs)is placed at the end of'a
rail, iti can be supported by just(2)screws.
Maximum shear is each screw ;u=200 lbs/2= 100.000
Allowable shear in each screw:
Minimum ; Fyscrew=10500 psi ;dscrew=0.0175 in2
;#10 screw
Wallow=Fyscrew*dscrew= 183.750 ;'O/layr'
Allowable Tension
Min.Tensile Strength of Screw; Ftscrew=60 ksi
;Tallow=Ftscrew*0.38*dscrew=399.000 lbs
#10 screws are okay for rail to post connections
James G. Pierson, Inc. Project
Residential Guardrail systems Job no.
Consulting Structural Engineers Location Date
Oregon and Washington 6/20/2015
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel 1503)226-1286 Fax:(503)226-3130 Client Sheet no.
Precision Rail of Oregon 4
Posts
All systems use the Residential Post for 36"or 42"height
•
Residentail Series Post (SAPA part 13503)
;S01 =0.863 in4/1.188 in= 0.726 in3 . •
For 36"tall posts, 6 ft max spacing ;L6=6 ft
Per IRC ;M1 =200 lbs*H36= 7200.000 lb_in
•
Per IBC ;M2=50 lbs/ft*Ls*H36= 10800.000 lb_in
For 42"tall posts, 6 ft max spacing ;L6=6 ft
Per IRC ;M3=200 lbs*H42=8400.000 lb_in
Per IBC ;M4=50 lbs/ft*L6*H42= 12600.000 lb_in
Residential—36"height
;Fb1 =M1/Sx1=9911.472 psi ;or;Fb2=M2/ Sx,= 14867.207 psi
Commercial—42"height
;Fb3=M3/S01= 11563.384 psi ;or;Fb4=M4/S01= 17345.075 psi
•
Allowable; Fb= 19.487 ksi
R Posts are good for either code and bending at a height of 42"or less •
Project .lob no
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location Date
Oregon and Washington 6/20/2015
610 S W Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Precision Rail of Oregon 5
POSTS - SHEAR
Check shear in post walls
Circumference of resisting area for screw pull-thru
Csrew=0.2in*pi= 0.628 in
Post wall thickness ;t1 =0.10 in; (13503)
;Areal =Cscrew*ti = 0.063 in2
;V=Areal*Fshear/1.65= 761.598 lbs ;> 100 lbs
•
Check Posts for Shear
;f„=300 lbs/(2*2.37.5 in*t1)=0.632 ksi ;not an issue
2.To join a straight connection,butt joint over the
center of a post.Reinforce the joint with 8#10 x
CHECK RAIL SPLICES 3/4"screws,fastened through pre-drilled holes,
to a splice centered between the rails.Attach
top rail to the post with 4#8 x 1/2"screws.
Check hat channel(SAPA 25877)rail splices. These members are located
at rail splices over posts
What=200 lbs'6 in= 1200.000 lb in
1160111411111,120 Ma. •
rrw+nnw
Hat Channel (SAPA part 25877) demi&1
i t wa.wMorr •
;Svert„at=0.0736 in3
;Shorzhat=0.149 in3 ,px
;Fboert=Mhat/Sverthat= 16304.348 psi
;Fbhorz=Mhat/Shorzhat=8053.691 psi
•
;Fty /1.65 = 21212.121 psi
;Fb = 19487.179 psi
Hat channels are okay
Project Job no
James G. Pierson, Inc. Residential Guardrail systems
Location Date
Consulting Structural Engineers
Oregon and Washington 6/20/2015
610 S.W.Alder,Suite 918 Portland.Oregon 97205
Tel:(503)226-1286 Fax (503)226-3130 Client Sheet no
Precision Rail of Oregon 6
TOP MOUNTED BASEPLATE
Posts attach to plate at interior holes and is attached to substrate(deck)at hole
located near the edges.
;OTM=300 lbs*(H36+ .375 in) ;OTM= 10912.500 lb_in
Tension in post base screw connections is;T=OTM/(1.9375 in*2) ;T=
2816.129 lbs
SAE Grade 5 screws ; Ftscrew= 120 ksi*.75= 90.000 ksi
,Ascrewreg=T/Ftscrew ;Ascrewreg=0.031 in2
Try Y."diameter screws ;Ascrew=0.0318 in2
;F0screw= 120 ksi* .60/3* .7; Fvscrew= 16.800 ksi
Use(2)'/."diameter x 2"long SAE Grade 5(min.)self tapping Torx drive flate
head screws(1 1/2"min. Embedment into post)
Baseplate for 42"tall posts
;OTM42=300 lbs*(H42+.375 in) ;OTM42= 12712.500 lb_in
Tension in post base screw connections is;T42=OTM42/(1.9375 in*3) ;T42=
4
2187.097 lbs
SAE Grade 5 screws ; Ftscrew= 120 ksi*.75= 90.000 ksi
;Ascrewreg=T/Ftscrew ;Ascrewreg=0.031 in2
Try Y:'diameter screws ;Ascrew=0.0318 in2
;Fvscrew= 120 ksi*.60/3*.7; Fvscrew= 16.800 ksi
Use(3) Y:"diameter x 2"long SAE Grade 5(min.)self tapping Torx drive flate
head screws(1 1/2'min. Embedment into post)
;Per IRC,load on post is 200 lbs(not 300 lbs)
Use 5/16"diameter screws (greater capacity than Y4")
Prgcct Job no
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location Date
Oregon and Washington 6/20/2015
• 610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel_(503)226-1286 Fax (503)226-3130 Client Sheet no
Precision Rail of Oregon 11
- i
CHECK TOP MOUNTED BASE PLATE BENDING
3/8"x5"x5" plate
;Tpiate=OTM/3.75 in=2910.000 lb
;Bending=OTM/(5 in*(5 in)2/6); Bending=523.800 psi
;d=2.22 in
;T=Bending*d/2*5 in;T=2907.090 lb
Plate bending is maximum below edge of post or 1.3125"from plate edge
;P2=(2.22 in—1.3125 in)/2.22 in*Bending=214,121 psi
;Mmax=((P2*1.3125 in2/2)+((Bending—P2)*1.3125 in2/(2)*(2/3)))*5 in ,
;Mmax= 1380.007 lb_in
•
;Fb=Mmax*6/(5 in*.375 in*.375 in)= 11776.062 psi
Okay
Project • Job no
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location Date
Oregon and Washington 6/20/2015 •
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Shcct no.
Precision Rail of Oregon 12
CHECK 5x3 BASE PLATE BENDING
3/8"x 3"x 5" plate
• ;Tplate2=OTM/2.38 in=4585.084 lb
;Bending2=OTM/(3 in*(5 in)2/6); Bending2=873.000 psi
;d=2.22 in
;T=Bending2*d/2*3 in;T=2907.090 lb
Plate bending is maximum below edge of post or.3125"from plate edge
;P3=(2.22 in—.3125 in)/2.22 in*Bending=450.067 psi
;Mmax2=((P3*.3125 in2/2)+((Bending—P3)*.3125 in2/(2)*(2/3)))*5 in
;Mmax2=390.017 lb_in
;Fb=Mmax2*6/(5 in*.375 in*.375 in)=3328.149 psi
Okay
k
Project Job no.
James G. Pierson, Inc. Residential Guardrail systems
Location DateConsulting Structural Engineers
Oregon and Washington 6/20/2015
_ 610 S W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax.(503)226-3130 Client Sheet no.
Precision Rail of Oregon 13
BASE PLATE ATTACHMENT
Anchor Tension;AT=OTM42/4.375 in ;AT=2494.286 lb
2 anchors per side ;Atbolt=AT/2= 1247.143 lb
Wood:
Try 3/8"diameter lag bolts
;Tallow=305 lb/in*1.33*3.5 in ;, 4"typical lag,3.5"embed 1.33 Wood factor
;Tallow= 1419.775 lb
Use 3/$'daimeter x 4"embedment lag screws(4 corners)
Concrete:
Assume 4"thick concrete—use Simpson 3/8"diameter strong bolts
5"concrete—can use 3/8"Titen HD w/3"embedment
See attached ACI 318 Appendix D talc.
•
sa Project Job no.
nt. James G. Pierson, Inc. Residential Guardrail systems
Location Date
Consulting Structural Engineers
Oregon and Washington 6/20/2015
_ 610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax.(503)226-3130 Client Sheet no.
Precision Rail of Oregon 14
•
BASE PLATE 5 x 3 ATTACHMENT
• Anchor Tension;AT2=OTM42/2.38 in;AT2=4585.084 lb
2 anchors per side ;Atbolt=AT2/2=2292.542 lb
Wood:
Try 3/8"diameter lag bolts
;Tallow=305 lb/in*1.33*5.75 in ;, 6"length typical 1.33 Wood factor ;Tallow= 2332.488 lb
Use 3/8"daimeter x 5 3/4"embedment lag screws(4 corners)
Concrete:
Assume 4"thick concrete—use Simpson 3/8"diameter strong bolts
5"concrete—can use 3/8"Titen HD w/3"embedment
See attached ACI 318 Appendix D calc.
•
•
•
Project Job no.
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location Date Oregon and Washington 6/20/2015
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel (903)226-1286 Fax:(503)226-3130 Client Sheet no
Precision Rail of Oregon 15
•
CHECK BOTTOM RAILS
Check bottom rails for wind loads or 50 lbs over 1 sq,ft.
100 Series Bottom Rail (SAPA part xxx)
;Svert,00b=0.201 in4/1.159 in= 0.173 in3
;Shorzloob=0.228 in4/1 in=0.228 in3
200 Series Bottom Rail (SAPA part 33565)
;Svertzoob=0.1447 in3
;Shorzzoob=0.2825 in3
50 lbs over 1 sq. Ft. Use 50 lb point load at midspan
Check for 6 ft max post spacing ;M=50 lb*6 ft/4= 75.000 lb_ft
100 series stress;fbloo=M/Svertioob =5189.552 psi
200 series stress;fb2o0=M/Shorzzoob=3185.841 psi •
Bottom rails okay for 50 lb point load
tCheck bottom rails for wind loads
;W= 23 psf;(Oregon coast)or;w=W*42 in/2 ;w=40.250 plf
;Wind=by*6ft"6ft/8;M=900.000Ib_in
Bending=Mvnd/Shorzzoob= 7693.805psi
Use 200 series for bottom rails for all glass rail systems
Project lob no
Jarrres G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location Date
Oregon and Washington 6/20/2015•
610 S W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax.(503)226-3130 Client Sheet no.
Precision Rail of Oregon 16
ATTACHMENT OF RAILS TO BUILDING . •
• Check end plate of the top rail for attachment to the building
Plate is attached to the top rail with(2)#10 Torx-drive flat head steel screws
;Shear capacity=184 lbs each
;Tension Capacity;TC=0.0175 in2 x 30 ksi/2=262.500
•
2#10 screws are okay
Assume only one anchor bolt at the middle(conservative—more than one bolt
will be used)
;Moate=200 lb x 3 in/4= 150.000 lb_in
For 3/16"thick plate x 1"x 3" ;tpiate=0.1875 in
;fb=MPiate x 6/(1 in x.plate x tpiate)=25.600 ksi
Fe =27.6 ksi
tel. 3/16"plates okay for wall anchorage
t
-r
Project lob no.
Tr r1
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location Date
Oregon and Washington • 6/20/2015
er 610 S.W.Alder,Suite 918 Portland,Oregon 97205 —
t
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no
Precision Rail of Oregon 17
`-A
e;
-a•
• TOP RAIL COMPRESSION CHECK
Check allowable compression in rails(beams)
;ae= F'cy*(1 +(Ftcy/2250 ksi)5)=5668598.441
;De=Be/10*(Be/E)05=35565.776
•
;S, =((Be-F'cy)/(1.6*De))2 ; Si = 122.023
;L=6ft
;Svert200=0.208 in3 •
L= 6.000 ft ;J=46 ;
;L*Svert200/(0.5*.249*J)=0.000
• ProJcct Job no
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location Date
Oregon and Washington 6/20/2015
e' 610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax (503)226-3130 Client Sheet no
Precision Rail of Oregon 19
5/8" SQUARE PICKET
08038
•
Area = 0.115 in-2
Perimeter = 2.483 in
Centroid,with respect to Sketch Origin(in)
X = 0
t Y = 0
Inertia with respect to Sketch Origin(in):
Inertia Tensor(ins4)
lxx = 0.006
Ixy = 0
lyx = 0
lyy = 0.006
Polar Moment of Inertia = 0.013 in-4
Area Moments of Inertia with respect to Principal Axes(in-4):
Ix = 0.006
ly = 0.006 •
Polar Moment of Inertia = 0.013 in-4
Rotation Angle from projected Sketch Origin to Principal Axes(degrees):
About z axis = 0
Radii of Gyration with respect to Principal Axes(in):
R1 = 0.236
R2 = 0.236
di
1
•
•
s
SECTION PROPERTIES '.aes-1
100 SERIES BOTTOM RAIL
3504
Area = 0.334 in-2
Perimeter = 11.023 in
Centroid,with respect to Sketch Origin(in)
X = 0
Y = 1.022
Inertia with respect to Sketch Origin(in):
Inertia Tensor(in"4)
lxx = 0.453
Ixy = 0
lyx = 0
lyy = 0.048
•
Polar Moment of Inertia = 0.501 in-4
Area Moments of Inertia with respect to Principal Axes(in-4):
lx = 0.104
ly = 0.048
Polar Moment of Inertia = 0.152 in-4
Rotation Angle from projected Sketch Origin to Principal Axes(degrees):
About z axis = 0
Radii of Gyration with respect to Principal Axes(in):
R1 = 0.558
R2 = 0.379
4 .
•
•
1/0 D tar,
SECTION PROPERTIES
eS-2
•
100 SERIES RAIL CONNECTION BLOCK
3506
Area = 0.225 in-'2
Perimeter = 5.393 in
Centroid,with respect to Sketch Origin(in)
'.� X = 0
Y = 0.628
Inertia with respect to Sketch Origin(in):
Inertia Tensor(in-4)
lxx = 0.104
Ixy = 0
lyx = 0
lyy = 0.015
Polar Moment of Inertia = 0.119 in-4
Area Moments of Inertia with respect to Principal Axes(in"'4):
Ix = 0.015
ly = 0.015
Polar Moment of Inertia = 0.03 in'4
Rotation Angle from projected Sketch Origin to Principal Axes(degrees):
About z axis = 0
Radii of Gyration with respect to Principal Axes(in):
R1 = 0.259
R2 = 0.258
•
4
110
1,1
.11
SECTION PROPERTIES -, es-4
100 SERIES SPACER
3508
Area = 0.063 in^2
Perimeter = 2.593 in
Centroid,with respect to Sketch Origin(in)
X = 0
Y = 0.144
Inertia with respect to Sketch Origin(in):
Inertia Tensor(in-4)
lxx = 0.001
lxy = 0
lyx = 0
lyy = 0.007 ,
Polar Moment of Inertia = 0.009 in'4
Area Moments of Inertia with respect to Principal Axes(in-4):
lx = 0
ly = 0.007
Polar Moment of Inertia = 0.007 in-4
Rotation Angle from projected Sketch Origin to Principal Axes(degrees):
About z axis = 0
Radii of Gyration with respect to Principal Axes(in):
R1 = 0.049
R2 = 0.34
•
1
f. ..
SECTION PROPERTIES ,es-5
•
•
. 200 SERIES TTL POCKET INFILL
1 35 42
ALL VALUES REFER TO THE FOLLOWING UNITS :
LENGTH = 1 INCHES
ANGLE = 1 DEG
FACE 1:
NUMBER OF HOLES •
noh = 0
DENSITY
rho = 1
PERIMETER LENGTH
P = 11.2587646743856
AREA
A = 0.341 1 81 568997096
CENTER OF AREA = CENTER OF MASS
(Cx,Cy) = (64.2500000000039,7.85014561499757)
PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS)
u = (1,0)
v = (0,1)
SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES)
Icu = 0.027928021932406
Icy = 0.162240545171182
SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES)
Ix = 21.0531692587977
ly = 1408.58108121342
PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES)
Ixy = 172.082381107409
MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES)
Jcu = 0.027928021932406
Jcv = 0.162240545171182
MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES)
Jx = 21.0531692587977
Jy = 1408.58108121342
PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES)
Jxy = 172.082381107409
SECTION MODULI ABOUT PRINCIPAL AXES
Zcu = 0.0415388534922942
Zcv = 0.129533363654258
DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER
Du = 0.67233492464078
DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER
Dv = 1.25250005553954
RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA
Rcu = 0.286106225173912 #
Rcv = 0.689583589080575 't '
ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES •
phi = 0
10 111
•
s1. .
•
SECTION PROPERTIES ..ess
•
200 SERIES FLAT INFILL
4.
6567
Area = 0.212 in^2
Perimeter = 6.171 in
It
Centroid.with respect to Sketch Origin(in)
X = —0.002
Is Y = 0.062
Inertia with respect to Sketch Origin(in):
Inertia Tensor(in^4)
Ixx = 0.002
Ixy = —0
lyx = —0
lyy = 0.14
Polar Moment of Inertia = 0.142 in"4
Area Moments of Inertia with respect to Principal Axes(in-4):
lx = 0.001
ly = 0.14
Polar Moment of Inertia = 0.141 in-4 •
Rotation Angle from projected Sketch Origin to Principal Axes(degrees):
About z axis = —0.01
Radii of Gyration with respect to Principal Axes(in):
R1 = 0.068
R2 = 0.813
10)
} 1
�! e c
SECTION PROPERTIES
S-7
200 SERIES RAIL CONNECTION BLOCK
20362
•
•
ALL VALUES REFER TO THE FOLLOWING UNITS :
LENGTH = 1 INCHES
ANGLE = 1 DEG
FACE 1:
NUMBER OF HOLES
noh = 0
DENSITY
rho = 1
PERIMETER LENGTH
P = 5.83357030945167
AREA
A = 0.492669077517924
CENTER OF AREA = CENTER OF MASS
(Cx,Cy) = (44.2503813854549,=4.24059403183032)
PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS)
u = (0.999999775037328,-0.000670764707921189)
v = (0.000670764707921189,0.999999775037328)
SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES)
Icu = 0.0169318869651197
Icy = 0.0440209708151259
SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES)
Ix = 8.87642144723497
ly = 964.737495496318
PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES)
Ixy = 92.448337542733
MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES)
Jcu = 0.01 6931 8869651 1 97
Jcv = 0.0440209708151259
MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES)
Jx = 8.87642144723497
Jy = 964.737495496318
PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES)
Jxy = 92.448337542733
SECTION MODULI ABOUT PRINCIPAL AXES
Zcu = 0.0470494584051218
Zcv = 0.0776725898297682
DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER
Du = 0.359874216177513
DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER
Dv = 0.566750393048626
RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA
Rcu = 0.185385186410798
Rcv = 0.29891806051608
ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES
phi = —0.0384319896921306 •
DI (4)
1 v,
`'
SECTION PROPERTIES
a!e S-9
200 SERIES SPACER
21899
•
Area = 0.067 in-2
Perimeter = 3.051 in
r Centroid,with respect to Sketch Origin(in)
• X = 0
kY = 0.296
Inertia with respect to Sketch Origin(in):
Inertia Tensor(in".4)
lxx = 0.007
Ixy = 0
lyx = 0
lyy = 0.004
Polar Moment of Inertia = 0.011 in^4
Area Moments of Inertia with respect to Principal Axes(in-4):
Ix = 0.001
ly = 0.004
Polar Moment of Inertia = 0.005 in'4
Rotation Angle from projected Sketch Origin to Principal Axes(degrees):
About z axis = 0
Radii of Gyration with respect to Principal Axes(in):
R1 = 0.131
R2 = 0.253
•
•
SECTION PROPERTIES -:g• s-io
ti .
1f
t_4 TOP RAIL SPLICE
b; •
2587 /
ALL VALUES REFER TO THE FOLLOWING UNITS :
LENGTH = 1 INCHES
ANGLE = 1 DEG
FACE 1:
NUMBER OF HOLES
noh = 0
DENSITY
rho = 1
1- PERIMETER LENGTH
P = 8.01986774370539
AREA
A = 0.35495343150397
CENTER OF AREA = CENTER OF MASS
(Cx,Cy) = (74.2500000000071,7.78991414945611)
PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS)
u = (1,0)
v = (0,1)
SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES)
Icu = 0.0369426091703374
Icy = 0.182534005108261
SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES)
Ix = 21.576497376031
ly = 1957.06298647634
PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES)
Ixy = 205.305464316475
MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES)
Jcu = 0.0369426091703374
Jcv = 0.182534005108261
MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES)
Jx = 21.576497376031
Jy = 1957.06298647634
PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES)
Jxy = 205.305464316475
SECTION MODULI ABOUT PRINCIPAL AXES
Zcu = 0.0793596121687647
Zcv = 0.149007347701932
DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER
Du = 0.465508942908843
DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER - tet.
Dv = 1.22500002800798
RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA
Rcu = 0.322610199080666
Rcv 0.717110698926506
ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES
phi = 0 .
410
SECTION PROPERTIES .:g. s_„
•
IP;
200 SERIES TOP RAIL
258 / 8
R
SCco,'
1 t
ALL VALUES REFER TO THE FOLLOWING UNITS :
LENGTH = 1 INCHES
ANGLE = 1 DEG
FACE 1:
NUMBER OF HOLES
noh = 0
,;7
DENSITY
rho = 1
PERIMETER LENGTH
P = 21.8300430950085
AREA
A = 0.839214186843193
CENTER OF AREA = CENTER OF MASS
(Cx,Cy) = (34.249999898726,-3.98150095300674)
PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS)
u = (1,0)
v = (0,1)
SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES)
Icu = 0.249355106313525
Icy = 1.44208299061069
SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES)
Ix = 13.5528719858305
ly = 985.892769222497
PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES)
Ixy = 114.440623556893
MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES)
Jcu = 0.249355106313525
Jcv = 1.44208299061069
MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES)
Jx = 13.5528719858305
Jy = 985.892769222497
PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES)
Jxy = 114.440623556893
SECTION MODULI ABOUT PRINCIPAL AXES
Zcu = 0.207952954058004
Zcv = 0.824047155759991
DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER
Du = 1.19909384044611
DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER
Dv = 1.75000056796592 1 "z
RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA •
Rcu = 0.545095660466914
Rcv = 1.31086726595216
ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES
phi = 0
* MO) :
JL4 p.;
SECTION PROPERTIES
200 (HD) SERIES BOTTOM RAIL
33565
6
1_. •
ALL VALUES REFER TO THE FOLLOWING UNITS :
LENGTH = 1 INCHES
ANGLE = 1 DEG
FACE 1:
NUMBER OF HOLES
noh = 0
DENSITY
rho = 1
PERIMETER LENGTH
P = 11.4472015265798
AREA
A = 0.597880406581454 •
CENTER OF AREA = CENTER OF MASS
(Cx,Cy) = (24.2499999927758,-4.25496508481869)
PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS)
u = (1,0)
v = (0,1)
SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES)
Icu = 0.14292768017901
Icy = 0.197799982540076
SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES)
Ix = 10.9673897419505
ly = 351.788846368364
PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES)
Ixy = 61.6910361660611
MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES)
Jcu = 0.14292768017901
Jcv = 0.197799982540076
MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES)
Jx = 10.9673897419505
Jy = 351.788846368364
PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES)
Jxy = 61.6910361660611
SECTION MODULI ABOUT PRINCIPAL AXES
Zcu = 0.144717882551987
Zcv = 0.282571389409032
DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER
Du = 0.987629708634424
DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER
Dv = 0.700000035225623 z'
RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA M
Rcu = 0.488934870363719 •.`
Rcv = 0.575182897002279 '_.
ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES
phi = O {•
SECTION PROPERTIES -:g- S-15
SERIES 120 RESIDENTIAL POST
yrs
36 /130
•
•
ALL VALUES REFER TO THE FOLLOWING UNITS :
LENGTH = 1 INCHES
ANGLE = 1 DEG
FACE 1:
NUMBER OF HOLES
noh = 1
DENSITY
rho = 1
` PERIMETER LENGTH
P = 9.33986273653319
AREA
A = 1.10266445374452
CENTER OF AREA = CENTER OF MASS
(Cx,Cy) = (14.2500000000019,7.74440523454926)
PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS)
u = (1,0)
v = (0,1)
SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES)
Icu = 0.934743622381297
Icy = 0.934743622381403
SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES)
Ix = 67.0679400810151
ly = 224.84454426094
PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES)
Ixy = 121.687595237326
MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES)
Jcu = 0.934743622381297
Jcv = 0.934743622381403
MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES)
Jx = 67.0679400810151
Jy = 224.84454426094
PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES)
Jxy = 121.687595237326
SECTION MODULI ABOUT PRINCIPAL AXES
Zcu = 0.786820977503882 — '
Zcv = 0.786820977503185
DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER
Du = 1.18800038268767
DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER
Dv = 1.188068885 �
73
RADII OF GYRATIONON WITH RESPECT TO THE CENTER OF AREA
Rcu = 0.920713620850259
Ti Rev = 0.920713620850311
ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES th
phi _ O .
r • A..
SECTION PROPERTIES .;9 5-21