HomeMy WebLinkAboutPROJECT INFORMATIONFeeney Design -Rail® — Horizontal Cablerail Infill
Feeney,Inc
2603 Union Street
Oakland, CA 94607
SUBJ: FEENEY DESIGN -RAIL®
11 /26/2014 [7 rgCl d%6'���
26 Nov. 2014
SUANNED
BY
St. Lucie County
ALUMINUM RAILING WITH HORIZONTAL CABLERAIL INFILL
SERIES 100,150, 200, 300, 350 AND 400 SYSTEMS
The Design-RailO System (DRS) utilizes aluminum extrusions and stainless steel cable infill to
construct building guards and rails for decks, balconies, stairs, fences and similar locations. The
system is intended for interior and exterior weather exposed applications and is suitable for use
in all natural environments. The DRS may be used for residential, commercial and industrial
applications. The DRS is an engineered system designed for the following criteria:
The design loading conditions are:
On Top Rail:
Concentrated load = 200 lbs any direction, any location
Uniform load = 50 plf, any direction perpendicular to top rail
On In -fill Cables:
Concentrated load = 50# on one sf.
Wind load is not significant on cable infill.
Refer to IBC Section 1607.7.1 for loading.
The DRS system will meet all applicable requirements of the 2006, 2009 and 2012 International
Building Codes, Florida Building Code, California Building Code and Aluminum Design
Manual. Wood components and anchorage to wood are designed in accordance with the
National Design Specification for Wood Construction.
Edward Robison, P.E.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
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11/26/2014 E� 2rP F
Contents: Page
Series 1001150 Top Rail to Post
31
Intermediate Bottom Rail Post
31
Intermediate Post Fitting 1001150
32
Series 200 Top Rail
33
Series 300 Top Rail
34
Series 350 Top Rail
35
Series 400 Top Rail
36
Top Rail Vertical Load Sharing
37
Picket Infill Insert
38
Top Rail to Post Connection
39
Top Rail Splices
40
Intermediate Rail
41
Mid Rail
42
Picket Bottom Rail
43
Pickets
44
Post Rail Connection Block
45
Wall Mount End Caps
46 - 47
Grab Rail Bracket
48 - 49
Cable Infill
50 —59
Cable Forces on Posts
53 - 54
Lag Screw Withdrawal From Wood
60
Feeney Design -Rail@ — Horizontal Cablerail Infill
Contents:
Typical Installations
Load Cases
Standard Post
45° Corner Post
Connection to Base Plate
Base Plate Design 5"x5"x3/8"
Base Plate Anchorage
Offset Base Plate
Narrow Base Plate 3"x5"
6 Screw Post
6 Screw 45° Corber Post
Base Plate Mounted to Wood
Base Plate Mounted to Concrete
Core Mounted Posts
Fascia Bracket
Fascia Mounted Post
Stanchion Mount
Stanchion Welded to Base Plate
Pool Fence/Wind Fence
Series 100 Top Rail
Series 150 Top Rail
Page
3
4
5
6
7
7-8
8
8
9
10-11
12
13
14
15
16 —20
21 - 24
25-26
27
28
29
30
42123 0��l` /�/ PROFESUCENSSIONAL
EDWARD C. 2 I I If PROFESSIONAL
* ENGINEER
EXP 04/30/2016
EDWARD C..-
:c
ROBISON
J' 081.007077
EDWARD C. ROBIS,
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
-1 ,
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 Page 3 of 60
TYPICAL INSTALLATIONS: ij F ' "
Surface mounted with base plates:
3/8" mounting hardware depends on substrate refer to calculations for hardware specifics.
Residential Applications:
Rail Height 36" above finish floor.
Standard Post spacing Con center maximum.
Bottom rail intermediate post recommended for post spacing over 5', see page 28.
All top rails
Commercial and Industrial Applications:
Rail Height 42" above finish floor.
Standard Post spacing 5' on center maximum.
All top rails
Pool Fence/Wind Fence - Horizontal cable rail may not be used for pool fences.
4' post spacing, 5' post height.
Core pocket /embedded posts. fascia bracket, or stainless steel stanchion mounted:
Residential Applications:
Rail Height 36" above finish floor.
Standard Post spacing 6' on center maximum, series 100, 150 and 400.
8' on center Series 200, 300, and 350.
Bottom rail intermediate post recommended over 5', see page 28.
Commercial and Industrial Applications:
Rail Height 42" above finish floor.
Standard Post spacing 5' on center maximum, series 100, 150 and 400
6' on center Series 200, 300, and 350.
Bottom rail intermediate post recommended over 5', see page 28.
Pool Fence/Wind Fence
4' post spacing, 5' post height.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
LOAD CASES:
Rail Dead load = 5 plf for 42" rail height or
less.
Loading:
Horizontal load to top rail from in -fill:
25 psf*H/2
Post moments
Mi = 25 psf*H*S*H/2 =
= 12.5*S*H2
For top rail loads:
K = 200#*H
M. = 50plf*S*H
For wind load surface area:
Cables 1/8" wide by 3" on center
Top rail = 3" maximum
Post = 2.375"
Area for typical 4' section by 42" high:
39"*2.375"+3"*48"+1.7"*45.625"
+0.125*45.625"* 12+0.75*36" = 409.6 in2
% surface/area = 109,6/(48"*42") = 20.3%
Wind load for 25 psf equivalent load =
25/0.203 = 123.0 psf
This exceeds wind load for all locations in the
United States:
Exceeds 150 mph 3 second gust, Exposure D.
Therefore wind load will not limit cable infill installations.
11/26/2014
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Page 4 of 60
P. Kr
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Feeney Design -Rail® - Horizontal Cablerail Infill
STANDARD POST - 2-3/8" Square
Post Strength
6005-T5 or6061-T6
Post
-Area 0.995 in2
I., = Iyy = 0.863 in4
S = 0.726 in3
r = 0.923 in
J = 0.98 in
k s 1 for all applications
Allowable bending stress ADM Table 2-22
F,b = 19 ksi
S1 = LB SC = Ls • 0.726 =1.58 Ls
0 0.5 0.8* [63 •0.98]
for LB s 146 = 92" — FCB = 21 ksi
158
for LB > 92" FCB= 2.39-0.24(1.58 LB)112
Mali = 0.726 • 19ksi = 13,794 �" = 1,149#ft
11/26/2014 Page 5 of 60
MEl�
2-3/8 square x 0.1" thick
For posts directly fascia mounted with 3/8" bolts through post:
Reduced strength at bolt hole:
Bening perpendicular to bolts
Swd - 0.6026 in3
Ftb = 21 ksi at reduced section
Mred = 21ksi *0.6026 in3 = 12,655"#
For bending parallel to bolts:
S,tid = 0.564 in3, Af = 0.125* 1.8752 = 0.439 in2
Fcb = 21 ksi at reduced section
Mred = 21ksi *0.564 in3 = 11,844"#
To allow for shear stress from bolt bearing on post limit moment so that:
M/11,844+[(Tboid0.439)/12000]2s 1.0
For example if bolt tension = 2,000# the maximum allowable moment is:
Ma = { 1.0-[(2000/0.439)/ 12000]2}* 11,844 = 10,137"#
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
45' Corner Post
6005-T5 or 6061T6
Post Section Properties
Area 1.355"
Ix, = 1.120 in4
Iyy = 1.742 in4
S.x = 0.812 in3
Syy = 0.900 in3
r. = 0.975 in
ryy = 1.175 in
J = 1.146 in
k = 1 for all applications
Allowable bending stress ADM Table 2-22
Fcb = 19 ksi
Si = Le Sc = LB • 0.900 =
0.5✓(IyJ) 0.5✓(1.120*1.146
=1.58 LB
for LB s 146 = 92" — FCB = 21 ksi
1.58
for LB > 92" FCB= 2.39-0.24(1.58 LB)112
Mau = 0.812 • 19ks' = 15,428 " = 1,2864ft
Connection to base plate
Post uses standard base plate
a
L
11/26/2014
EDWARD C. ROBISON, PE
10012 Crevis[on Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Page 6 of 60
E,
Feeney Design -Rail® — Horizontal Cablerail Infill
CONNECTION TO BASE PLATE
Failure modes —> screw tension
—> screw shear
screw withdrawal
For screw withdrawal see ADM 5.4
W=2.3•e•d•x•Fsy
e = full thread engagement= 1"
d = max root diameter = 0.248"
minor = 0.185"
Base plate to post screws are AISI 4037 steel alloy
fabricated in accordance with SAE J429 Grade 8
and coated with Magni 550 corrosion protection.
Fsy = 20 ksi
W = 2/3 • 1" • 0.248" • n • 20ksi
W = 10.39k
W' = 10.39 = 3.46k
3.0 Safety factor
Screw tension — Ty = 0.0483 in2. 110 ksi = 5314 #
0.0483 =- major root area, 0.0376 = minor root area
11/26/2014 Page 7 of 60
Vn = 0.0483* 45ksi=2,174#
Ftu = 0.0376 • 150 ksi = 5640#
Safety factors for screws calculated from SEI/ASCE 8-02 Section 5 LRFD factors
For yielding SF = 1.6/0.75 = 2.13 — 5,3144/2.13 = 2,4954
For fracture SF = 1.6/0.65 = 2.46 — 5640/2A6 = 2,293#
Shear strength
For fracture SF = 1.6/(0.9*0.75) = 2.37 — 5,640/2.37=2,380#
BASE PLATE DESIGN
Base plate bending stress
Ft = 24 ksi , Smirr = 5" • 3/82 = 0.117 in3
6
EDWARD C. ROBISON, PE
10012 Creviston Or NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@natrows.com
4 ,
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 Page 8 of 60
Base plate allowable moment zIti �sq. ABLU �
u,�
Man = 24 ksi • 0.117 in3 = 2,812 " Y B ]J
—> Base plate bending stress BUTTON
TB=C _
M = 0.8125" • TB ' 2
Tall = 2,812 = 1,7309 LOCK NUT
2 • 0.8125
_BUTTON WASHER -
Maximum post moment for base plate strength _ 5x5x3/8 BASE
Malt = 2 • 1,730 • 4.375" = 15,1424" PLATE
Limiting factor = screws to post BASE PLATE SCREW
Mwt = 2 • 5,3144 •2.28" = 24,2320"
Mau = 2 • 2,2930 • 2.28" = 10,456"0 �' 3/8 BOLT
For factors of safety refer to Aluminum Design
Manual Section 5.3.2.1
and SEI/ASCE 8-02 section 5
BASE PLATE ANCHORAGE
3/8" mounting hardware depends on substrate, select appropriate fasteners for the
substrate to provide the required strength.
TDes= 10,456 = 1,1954
2 •4.375"
adjustment for concrete bearing pressure:
a = 2* 1,195/(2*3000psi*4.75") = 0.087"
T'Des= 10,456 = 1,2064
2 • (4.375"-0.087/2)
For 200# top load and 42" post ht
T2oo = 8,400 = 960#
2*4.375"
For 42" post height the maximum live load at the top of the post is:
Pmax = 10,456" 4/42" = 250#
For 50 plf live load maximum post spacing is:
Smax = 2504/50 Of = 5.0' = 5'0"
OFFSET BASE PLATE
Offset base plate will have same allowable loads as the standard base plate.
Anchors to concrete are same as for standard base plate.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
NARROW BASE PLATE
The narrow base plate attaches to the post
with the same screws as the standard base
plate.
For long dimension perpendicular to the guard
the bolt loads may be assumed as the same as
for the standard 5x5 base plate.
For base plate oriented with the long
dimension parallel to the guard the design
anchor load is:
T = 10,500/(2*2.8") = 1,875#
When attached to steel with 3/8" bolts the
narrow base plate may be oriented in either
direction.
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11/26/2014
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NARROW POST BASEPLATE-TOP ELEVATION
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When attached to wood with the base plate oriented with the long dimension perpendicular to the
guard there is no reduction in load with the lag screw sizes as calculated on page 10.
When attached to wood using lag screws with the base plate oriented with the long dimension
parallel to the guard the allowable load per post is multiplied by 0.7.
For example if the base plate is attached with 6" lag screws on a weather exposed deck the
maximum post height is reduced to:
H = 0.7*42" = 29.4"
When attached to wood using 3/,8" hex bolts with the base plate oriented with the long dimension
parallel to the guard the allowable load per post is the same as for the standard base plate
provided that a base plate is used under the nuts with washers.
When installed to concrete the anchors shall be custom designed for the imposed loads based on
the actual conditions of the proposed installation. The standard concrete anchor design shown
herein for the 5x5 base plate may not be used because the anchor spacing is inadequate.
6 Screw Variant
Base plate may be modified for use with the 6 screw post. The baseplate to post when installed
with the 6 screws will have the same strength as the standard baseplate with 6 screws. Baseplate
anchorage must be designed based on the actual post loading.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
t , I
Feeney Design -Rail® — Horizontal Cablerail Infill
SIX SCREW POST — 2-3/8" Square
Post Strength
6005-T5 or 6061-T6
Post
-Area 1.1482" 0.1000"
In = 0.9971 in4
1yy = 0.8890 in4 0.2130"
Sxx = 0.8388 in3
Syy = 0.7482 in3
rxx = 0.9319 in
ryy = 0.8799 in
J = 0.986 in
k s 1 for all applications
Allowable bending stress ADM Table 2-22
Fib =19 ksi
Si = Le Sc = LB • 0.726 = 1.551 Ls
00.5* [0.889.0.986]
for Ls s 146 = 94.1" —> FCB = 21 ksi
1.551
for Ls > 94.1" FCB= 2.394.24(1.551LB)112
Strong axis bending (typically perpendicular to rail)
Maii = 0.8388 • 19ksi = 15,937 #" = 1,328.1'#
Weak axis bending (typically parallel to rail)
Mau = 0.7482 • 19ksi = 14,216 #" = 1,184.65'#
vy
11/26/2014P ge3lxbf 60
1.9500"
0.9750" —
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moo•
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
0
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Feeney Design -Rail® — Horizontal Cablerail Infill
SIX SCREW CONNECTION TO BASE PLATE
Screws are the same as for the standard 4 screw
connection.
Screw embedment length into the screw slots is
adequate to develop the full screw tension strength.
Use same screw tension strength as used for the four
screw connection:
T, = 2,293# per screw
V a = 917# per screw
Vdes = 6*917 = 5,502#
limiting shear load on post so that screw shear stress
doesn't reduce the allowable tension:
Vo.2= 0.2*5,502# = 1,100#
11/26/2014
Base plate thickness and strength same as for standard post.
Allowable moment on the posts based on screw tension strength:
Strong axis bending -
Mbase = 3 screws*2,293#*2.38" = 16,372"# > 15,937"#
6 screw connection will develop the full post strength.
.�
k qPag&Vl 0 60
Weak axis bending -
Mbue = 2 screws*2,293#*2.38"+ 2 screws*0.5*2,293#*2.38"/2+ = 13,643"# s 14,216"#
6 screw connection won't develop the full post strength for weak axis bending.
LIMITING POST MOMENTS FOR SIX SCREW CONNECTION:
STRONG AXIS BENDING MA=15,937"#=1,328.1'#
WEAK AXIS BENDING MA=13,643"#=1,136.9'#
Connection strength to the narrow baseplate when made with the 6 screws will be the same.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
Six Screw 45' Post
6005-T5 or6061-T6
Post Section Properties
Area 1.338"
I, x = 1.2940 in4
Iyy = 1.7507 in4
S.. = 0.8755 in3
Syy = 0.9047 in3
rx. = 0.9834 in
ryy = 1.1438 in
J = 1.148 in
k = 1 for all applications
Allowable bending stress ADM Table
2-22
FTn = 19 ksi
Si = La Sc = Ls • 0.9047 = 1A8 LB
0.5 ✓(Iy J) 0.5 ✓(1.294 • 1.148
for LB s 146 = 98.35" — FCB = 21 ksi
1.48
for LB > 92" FcB= 2.394.24(l A8 LB)t/2
For bending that is typically perpendicular to the rail:
Man = 0.8755 • 19k5' = 16,635 4" = 1,386.2"ft
Connection to base plate uses custom base plate with special screw pattern:
Screw strength same as previously calculated.
""ly pl 'i22 f 601 O
For outward force-
Mbaw = 2 screws*2,293#*2.718"+1*2.333*(2.333/2.718)*2,293 = 17,057"#> 16,635"#
For inward force:
Mbaw = 1*2,293#*2.763"+2*2.243*(2.243/2.763)*2,293 = 14,686"# < 16,635"#
For inward force the screw strength limits the post moment to 14,686"#
Base plate strength same as previously calculated.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
A ,
Feeney Design -Rail® — Horizontal Cablerail Infill
�<_ r
11/26/2014
BASE PLATE MOUNTED TO WOOD — SINGLE FAMILY RESIDENCE
36" GUARDS
For 200# top load and 36" post height:
T2oo = 7,200 = 823#
2*4.375"
M = 200#*36" = 7,200"#
Adjustment for wood bearing: FINISHED FLI
Bearing Area Factor:
Cb = (5"+0.375)/5" = 1.075
a = 2*823/(1.075*625psi*5")= 0.49"
T = 7,200/[2*(4.375-0.49/2)]= 872#
Required embed depth:
(G s 0.43) NDS Table 11.2A
W' = WCD = 243*1.33 = 323#
For protected installations the minimum
embedment is:
le = 872#/323#/in = 2.70" : +7/32" for tip = 2.92"
a 4' SS LAG SCREWS,
EACH POST LOCATION
'ASCIA BOARD?
JOIST
,_, _'s8 BLOCKING
For weather exposed installations the minimum embedment is:
le = 872#/(0.75*323#/in) = 3.60": +7/32" for tip = 3.82"
FOR 36" HIGH WEATHER EXPOSED INSTALLATIONS USE 5" LAG SCREWS AND
INCREASE BLOCKING TO 45" MINIMUM THICKNESS.
42" HIGH GUARDS
For 200# top load and 42" post height: M = 200#*42" = 8,400"#
T2oo = 8,400 = 960#
2*4.375"
Adjustment for wood bearing:
a = 2*960/(1.075*625psi*5")= 0.572"
T = 8,400/[2*(4.375-0.572/2)]= 1,027#
Required embed depth:
For protected installations the minimum embedment is:
le = 1,027#/323#/in = 3.18" : +7/32" for tip = 3.40" 4.5" minimum lag length.
For weather exposed installations the minimum embedment is:
le = 1,027#/(0.75*323#/in) = 4.23" : +7/32" for tip = 4.45"
FOR 42" HIGH WEATHER EXPOSED INSTALLATIONS USE 6" LAG SCREWS AND
INCREASE BLOCKING TO 55" MINIMUM THICKNESS.
3/8" Stainless steel bolts with heavy washers bearing on the wood may be used through the
solid wood blocking with a minimum 3" nominal thickness.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 Page 14 of 60
BASE PLATE MOUNTED TO CONCRETE - Expansion Bolt Alternative:
Base plate mounted to concrete with ITW Red Head Tmbolt wedge anchor 3/8"x3.75" concrete
anchors with 3" effective embedment. Anchor strength based on ESR-2427
Minimum conditions used for the calculations:
f'c z 3,000 psi
edge distance =2.25" spacing = 3.75"
h = 3.0": embed depth
For concrete breakout strength:
Ncb = [ANcg/ANco](Ped,N(Pc,N(Pcp,NNb
ANcg= (1.5*3*2+3.75)*(1.5*3+2.25) = 86.06 in2 2 anchors
ANco= 9*32 = 81 in2
Ca,cmin = 1.5" (ESR-2427 Table 3)
Cac = 5.25" (ESR-2427 Table 3)
(Ped,N = 1.0
()o,N = (use 1.0 in calculations with k = 24)
cpcp,N= max (1.5/5.25 or 1.5*3"/5.25) = 0.857 (ca,min Scac)
Nb = 24*1.0*✓3000*3.015 = 6,830#
Nib = 86.06/8 1 * 1.0* 1.0*0.857*6,830 = 6,219 s 2*4,200
based on concrete breakout strength.
Determine allowable tension load on anchor pair
Ts = 0.65*6,219#/1.6 = 2,526#
Check shear strength - Concrete breakout strength in shear:
VCb = Avc/Aw,((Ped,v(P.,v(ph.vVb
Avc = (1.5*3*2+3.75)*(2.25* 1.5) = 43.03
Avco= 4.5(ca1)2 = 4.5(3)2 = 40.5
(pea,v= 1.0 (affected by only one edge)
/ / PART �f089
B/5EP4ATE (X WVNER
PART npG9lpb.t
3/B'%3-3/6'
SSY EAVGNLR
'A T-T 5.
(p�,v= 1.4 uncracked concrete
(Ph,v= -\/(1.5cat/ha) = ✓(1.5*3/3) =1.225
Vb= [7(1,/da)02✓dalk-v/f'c(cat)1.5 =[7(1.625/0.375)0.2✓0.375]1.O✓3000(3.0)15=1,636#
Vcb = 43.03/40.5*1.0*1.4*1.225*1,636# = 2,981#
Steel shear strength = 1,830#*2 = 3,660
Allowable shear strength
OVN/1.6 = 0.70*2,981#/1.6 = 1,304#
Shear load = 250/1,304 = 0.19 5 0.2
Therefore interaction of shear and tension will not reduce allowable tension load:
Ma = 2,526#*4.375" = 11,053"# > 10,500"#
DEVELOPS FULL BASEPLATE MOUNTING STRENGTH.
ALLOWABLE SUBSTITUTIONS: Use same size anchor and embedment
Hild Kwik Bolt TZ in accordance with ESR-1917
Powers Power Stud+ SD2 in accordance with ESR-2502
Powers Wedge -Bolt+ in accordance with ESR-2526
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
CORE MOUNTED POSTS
Mounted in either 4"x4"x4" blockout, or 4" to 6" dia by 4" deep cored hole.
Minimum hole diameter = 3 3/8"
Assumed concrete strength 2,500 psi for
existing concrete
Max load — 6' •50 plf = 300#
M = 300#•42" = 12,600"#
Check grout reactions
From EMPL = 0
Pu = 12 600"# + 300# • 3.33" = 5,093#
2.67"
BLOCKOUT OR
CORED HOLE
fsmaz = 5093#•2 • 1/0.85 = 2,523 psi post to grout
2"•2.375"
f&. = 2523 • 2"/4" = 1262 psi grout to concrete
Minimum required grout strength:
V= 1.6*2,523/0.75 = 5,400 psi
Core mount okay for 6' post spacing
Posts may be mounted in core holes 3-3/8" diameter minimum.
R 4 J vo
4 5 6
.-Pa 15'.,of"66
2-3/8" SQ POST
(6005—T5 ALLOY)
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
fa3RliPRX", rac0a1a
10.000 PSI
NON —SHRINK GROUT
Feeney Design -Rail® — Horizontal Cablerail Infill
FASCIA BRACKET
Allowable str-
ADM Table 2
Ft = 15 ksi, u
Ft = 20 ksi, fi
FB = 31 ksi
Fc = 20 ksi,f
Section Prop(
Area:2.78 sc
Perim: 28.99
I.: 3.913 in4
In.: 5.453 in4
C,,: 1.975 in/
Cri: 2.954 in
S.: 1.981 in3
S.x: 2.892 in3
Sn.: 1.846 in3
11/26/2014 Page 16 of 60
Yq
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
c
Sidewise moment
Flange bending strength
Determine maximum allowable bolt load:
Tributary flange
bf= 8t = 8*0.1875 = 1.5" each side of hole
bt=1.5"+1"+0.5"+1.75" = 4.75"
S= 4.75"*0.18752/6=0.0278 in3
Maf = 0.0278 in3*20 ksi = 557"#
Allowable bolt tension
T = Maf/0.375 = 1,485#
3/8" bolt standard washer
For Heavy washer
T=Maf/0.1875= 2,971#
U"11
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 Page 17 of 60
Allowable moment on bracket:
Ma = Ft*S
Ma" = 15 ksi* 1.981 in3 = 29,175"# - Outward moment
Mayy = 15 ksi* 1.846 in3 = 27,690"# - s.auon
�.sucm
o.sasr � —j
II —
6
e
- A
s
e
Typical Installation — 5' post spacing with top rail at 42" AFF
Post load = 250# at 42" AFF — Top hole is typically 3" below finish floor
T p = [250#*(42"+ 9")/6"]/2 bolts = 1,062# tension
Tit = [250#(42"+2")/6"]/2 bolts = 917# tension
For lag screws into beam face:
- 3/8" lag screw — withdrawal strength per NDS Table 11.2A
Wood species — G z 0.43 — W = 243#/in
Adjustments — Cd = 1.33, Cm = 0.75 (where weather exposed)
No other adjustments required.
W' = 243#/in* 1.33 = 323 #/in — where protected from weather
W' = 243#/in*1.33*0.75 = 243#/in — where weather exposed
For protected installations the minimum embedment is:
le = 1,062#/323#/in = 3.29" : +7/32" for tip = 3.50"
For weather exposed installations the minimum embedment is:
le = 1,062#/243#/in = 4.37" : +7/32" for tip = 4.59"
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
t]AJ75'
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 M 11 PTAI hf 0
Fascia Brackets- Single Family Residence installations to wood deck: b w l
PV
-FA'VA WQ K-r BFAGKEI",
PART =vAQ Es
(1211 : INr S4_L )
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D=12 ' 2 5 G LARE ER U' M 4CY,.Ts —' - .
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Typical Installation — Post load = 200# at 36" AFF — Top hole is 3" below finish floor
T P = [200#*(36"+ 9")/6"]/2 bolts = 750# tension
Tbot = [200#(36"+3")/6"]/2 bolts = 650# tension
For protected installations the minimum embedment is:
le = 750#/323#/in = 2.32" : +7/32" for tip = 2.54"
For weather exposed installations the minimum embedment is:
le = 750#/243#/in = 3.09" : +7/32" for tip = 3.31"
Requires 3-1/2" minimum wood thickness (4x)
4" lag screws are acceptable for installation on residential decks with 36" rail height.
Backing may be either built-up 2x lumber or solid beams.
Typical Installation — Post load = 200# at 42" AFF — Top hole is 3" below finish floor
T p = [200#*(42"+ 9")/6"]/2 bolts = 850# tension
Tbot = [200#(42"+3")/6"]/2 bolts = 750# tension
For protected installations the minimum embedment is:
le = 850#/323#/in = 2.63" : +7/32" for tip = 2.85" Requires 3.5" lag screw
For weather exposed installations the minimum embedment is:
le = 850#/243#/in = 3.50" : +7/32" for tip = 3.72" Requires 4" lag screw
Requires 4-1/2" minimum wood thickness (triple 2x)
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-O855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 Page 19 of 60
6 BOLT ALTERNATIVE:
5" bracket length
Anchor tension may be calculated from I
about the end of the bracket with anchor
load proportional to distance from the edge
of bracket.
EM = Mg — 4*T*2+2.52/4.5*T*2
+ 12/4.5*T*2
Mg = 11.22T
T = Mg/11.22
Typical Installation — Post load = 250# at
42" AFF — Top hole is 3" below finish floor
T p = [250#*(42"+ 7")]/11.22 = 1,092#
tension
G.L'CCO' y
i
o
n
a�
I�
o
8
I
0
Tbot = [250#(42"+2")]/11.22 = 980# tension
For lag screws into beam face:
- 3/8" lag screw — withdrawal strength per NDS Table 11.2A
Wood species — G z 0.43 — W = 243#/in
Adjustments — Cd = 1.33, Cm = 0.75 (where weather exposed)
No other adjustments required.
W' = 243#/in* 1.33 = 323 #/in — where protected from weather
W' = 243#/in*1.33*0.75 = 243#/in — where weather exposed
For protected installations the minimum embedment is:
le = 1,092#/323#/in = 3.38" : +7/32" for tip = 3.60"
For weather exposed installations the minimum embedment is:
1e = 1,092#/243#/in = 4.49" : +7/32" for tip = 4.71"
For residential installations:
36" ht: Tbot = [200#(36"+7")]/11.22 = 766# tension
For weather exposed installations the minimum embedment is:
le = 766#/243#/in = 3.15" : +7/32" for tip = 3.37"
42" ht: Twt = [200#(42"+7")]/l1.22 = 873# tension
For weather exposed installations the minimum embedment is:
le = 873#/243#/in = 3.59" : +7/32" for tip = 3.81"
For centerline holes only (edge of concrete slab):
T = [250#*(42"+ 7" )/2.5"]/2 bolts = 2,450# tension
Design anchors for 2,450# allowable tension load (Halfen anchor inbeds or similar)
EDWARD C. ROBISON, PE
100 ] 2 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Py
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
Corner Conditions Fascia Brackets:
Single Outside Corner
Used at an outside corner for a single post, uses 4 anchors with 2
anchors in shear and 2 in tension based on direction of loading.
Bracket strength will be similar to the standard fascia bracket for the
same attachment method. May have top rail mitered corner with top
rail extending two perpendicular directions or single top rail in one
direction.
Single Inside Corner
Used at an inside corner for a single post, uses 4 anchors with 2 anchors in
shear and 2 in tension based on direction of loading. Bracket strength will
be similar to the standard fascia bracket for the same attachment method.
May have top rail mitered corner with top rail extending two
perpendicular directions or single top rail in one direction.
Double Outside Corner
Used at an Outside corner for two posts — top rail may intersect at
corner or terminate at post or before the corner intersection. Uses 4
anchors with 2 anchors in shear and 2 in tension based on direction
of loading. Bracket strength will be similar to the standard fascia
bracket for the same attachment method.
Double Inside Corner
Used at an inside corner for two posts — top rail may intersect at
comer or terminate at post or before the corner intersection.
Uses 4 anchors with 2 anchors in shear and 2 in tension based on
direction of loading. Bracket strength will be similar to the
standard fascia bracket for the same attachment method.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Page 20 of 60
5.441
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 Page 21 of 60
FASCIA MOUNTED POST
Commercial application — Load = 200# or 50 if an direction on to rail
PP P Y P
2-3/8" SQ POST
(6005—T5 ALLOY)
CAP WASHER, OPTIONAL
3/8" X 6" SS LAG BOLT
OR 3/80 SS WEDGE ANCHOR
(MIN 3 1/2" EMBED)
FOR CONCRETE J y QI � �IINYL CAT AP.OPTIONAL
MOUNTING
COLOR MATCHED
FOR WOOD VINYL CAP
MOUNTING
HEX NUT
CAP WASHER
For 42" rail height and 4' on center post spacing:
P = 200# or 50plf*4 = 200#
Md,& = 42"*200p1f = 8,400"#
Load from infill lites:
Live = 25 psf
M&& = 3.5'*25psf*42"/2*4'o.c. = 7,350"#
DL = 4'*(3 psf*3'+3.5plf)+10# = 60# each post (vertical load)
Horizontal load per post shall be limited to 200# (4 ft on center for 50 plf live load) to limit the
potential for the posts to tear through at the top anchor.
Typical anchor to wood: 3/8" lag screw. Withdrawal strength of the lags from National Design
Specification For Wood Construction (NDS) Table 11.2A.
For Doug -Fir Larch or equal, G = 0.50
W = 305 #/in of thread penetration.
CD = 1.33 for guardrail live loads, = 1.6 for wind loads.
Cm = 1.0 for weather protected supports (lags into wood not subjected to wetting).
Tb = WCDCmlm = total withdrawal load in Ibs per lag
W'= WCDC,,,=305#/"*1.33*1.0 = 405#/in
Lag screw design strength — 3/8" x 5" lag, Im = 5"-2.375"-7/32" = 2.4"
Tb = 405*2.4" = 972#
Zn = 220# per lag, (horizontal load) NDS Table I I
EDWARD C. ROBISON, PE
I0012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 etrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
Tii = 220#* 1.33* 1.0 = 295#
ZT = 140# per lag, (vertical load)
ZT = 140#* 1.33* 1.0 = 187#
Anchors to be minimum of 7" center to center and
post shall extend 1-1/2" below bottom anchor.
From I about end
M = (8.5"*T+1.5"*l.5/8.5*T) = 8.76"T
Allowable post moment
Ma=972#*8.76" = 8,515"#
For 3/8" lag screw okay for 36" rail height
For 3/8" carriage bolts:
Allowable load per bolt = 0.11 in2*20 ksi =
2,200#
For bearing on 2" square bearing plate — area
— 3.8 in2
Pb = 3.8 in2* 1.19*405* 1.33 = 2,436#
M, = 2,200#*8.76" = 19,272"# (exceeds post
strength)
For vertical load lag capacity is:
2 lags* 187# = 374#/post for live load
2 lags#140# = 280#
D + L = 200/374+60/280 = 0.75<1.0 okay
11/26/2014 Page 22 of 60
15F."
1
a 1 F{
For corner posts:
For interior and exterior corners there are four lags, two each way. Two lags will act in
withdrawal and two will be in shear: Okay be inference from running posts.
For attachment to concrete — ITW Red Head Trubolt wedge anchor 3/8"x3.75" concrete
anchors with 3" effective embedment, T. = 1,263# (see page 14 for calculation).
Ma = 1,263#*8.76" = 11,064"#
For attachment to steel — 3/8" bolts will develop full post strength.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
ALTERNATIVE FASCIA ATTACHMENT CONFIGURATIONS:
To 6x wood fascia:
3 Bolt pattern — 1" from top and bottom and at center:
EM = Mg — 4.5*T+2.752/4.5*T + 12/4.5*T
Mg = 6.4T
T = Mg/6.4
For 36" residential guard:
T = (36"+7")*200#/6.4=1,344#
Exceeds 3/8" lag screw capacity Requires use of thru-bolts/
carriage bolts.
For 42" residential guard:
T = (42"+7")*200#/6.4 = 1,53l#
Exceeds 3/8" lag screw capacity Requires use of thru-bolts/carriage bolts.
Moment capacity of carriage bolts: Ta = 2,200#
Ma = 2,200#*6A" = 14,080"# - develops full post strength.
To 8x wood fascia
For (4) 3/81' lag screw pattern
Lag screws at 1" and 1.75" from top and bottom:
EM = Mg — 6.5*T+5.752/6.5*T
Mg = 11.59T
T = Mg/ 11.59
For 36" residential guard:
T = (36"+9")*200#/l1.59 = 777#
For weather exposed installations the minimum embedment is:
le = 777#/243#/in = 3.20" : +7/32" for tip = 3.42"
For 42" residential guard:
T = (42"+9")*200#/l1.5 = 887#
For weather exposed installations the minimum embedment is:
L = 887#/243#/in = 3.65" : +7/32" for tip = 3.87"
For (2) 3/8" carriage bolt alternative:
Moment capacity of carriage bolts: Ta = 2,200#
Ma = 2,200#*6" = 13,200"# - develops full post strength.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Page 23 of 60
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
To 8" nominal slab edge (7.5").
ITW Red Head Trubolt wedge anchor 3/8"x3.75" concrete
anchors with 3" effective embedment. Anchor strength
based on ESR-2427
Minimum conditions used for the calculations:
V. 2- 3,000 psi
edge distance =2.5" spacing = 2.5"
h = 3.0": embed depth
For concrete breakout strength:
ANcg= (1.5*3*2)*7.5 = 67.5 in2 2 anchors
ANco= 9*32 = 81 in2
Ca,anln = 1.5" (ESR-2427 Table 3)
Cac = 5.25" (ESR-2427 Table 3)
(ped,N = 1.0
(p,,N = (use 1.0 in calculations with k = 24)
(pcpN= 0.7+0.3*[2.5/(1.5*3)] = 0.87
Nb = 24* 1.0*✓3000*3.01.5 = 6,830#
Ncb = 69.5/8 1 * 1.0* 1.0*0.87*6,830 = 5,098 s 2*3,469
based on concrete breakout strength.
Determine allowable moment load on anchor group
Ts = 0.65*5,098#/1.6*5"=11,391"#
Develops the full post strength.
Pe 24 of 6r� a
F- A
[-M-8] = 2 NEP6E
ANC,[JaiP,S
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
I
Feeney Design -Rail® — Horizontal Cablerail Infill
STANCHION MOUNT
2"xl-1/2"x 1/8" 304 1/4 Hard Stainless steel tube
Stanchion Strength
Fyu = 30 ksi
Zyy = 0.543 in3
Reserve strength method from SEI ASCE 8-02
section 3.3.1.1 procedure II.
where ddt = (2*2/3) /0.125 = 10.67 < ki
X1 = 1.1/✓(FyJEu) = 1.IIV(50/28*103) = 26
M = 0.543 in3*1.25*30 ksi = 20,363#"
Ms = 0Mu/l.6 = 0.9*20,363/1.6 = 11,454#"
Equivalent post top load
42" post height
V = 11,454"#/42" = 273#
Post may be attached to stanchion with screws or by
11/26/2014 Page?_ o Y60
F
y
U `W�
X
W z
1 CORE POCKET FILL
z WITH BONSAL
ANCHOR CEMENT,
o NON -SHRINK,
NON-METALLIC
GROUT
grouting.
Grout bond strength to stanchion:
A,,,f,,e ✓f'c = 7"*4"*V8,000 psi = 2,500# (ignores mechanical bond)
for 200# maximum uplift the safety factor against pulling out:
SF = 2,500#/200# = 12.5 > 3.0 therefore okay. M
Bearing strength on grout:
From EM about base of stanchion = 0
Pu=M+V*D=
2/3D
For: M = 10,500"#, V = 2501b, D = 4"
Pu = 10,500+250*4 = 4,312#
2/3*4
fBrn x = Pu*2 = 4,312*2 = 1,691 psi
D*1.5"*0.85 4"*1.5"*0.85
For: M = 11,454"#, V = 273 lb, D = 4"
Pu = 11,454+273*4 = 4,705#
2/3*4
fa uax = Pu*2 = 1,845 psi
D*1.5"*0.85
Post bearing load on top of stanchion for M = 11,454#":
B = 11,454/6" = 1,909#
For 26 ksi allowable bearing pressure, A = 1.9/26 = 0.0734", b = 0.0734/1.5" = 0.049"
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
11/26/2014
HSS 2"xl-1/2"x 1/8" powder coated A500 steel tube stanchion:
Stanchion Strength
Fy = 46 ksi
Zyy = 0.475 in3
M. = 0.475 in3 *46 ksi = 21,850#"
Ms = 0M /1.6 = 0.9*21,850/1.6 = 12,291#"
Equivalent post top load
42" post height
V = 12,291 "#/42" = 293#
May be welded to a steel base plate with fillet weld all around.
Aluminum Tube Stanchion
2" x 1.5" x t/a" 6061-T6 Aluminum Tube
Fob = 21 ksi From ADM Table 2-22
Syy = O.719 in3
Ma = 0.719 in3 *21 ksi = 15,099#"
Equivalent post top load
42" post height
V = 15,099"#/42" = 360#
Strength of weld effected aluminum stanchion when welded to base plate:
Fubw = 9 ksi
Syy = 0.719 in3
Ma = 0.719 in3 *9 ksi = 6,471#"
Equivalent post top load
42" post height
V = 6,471"#/42" = 154#
Page 26 of 60
A5
Because of strength reduction from weld affected metal the aluminum stanchion welded to a base
plate typically requires a topping slab to be poured in place over the base plate with a minimum
thickness of 2" above the base plate so that the maximum bending moment occurs outside of the
weld effect zone.
When welded to base plate limit the maximum moment on the weld effected zone to 6,471"#.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-O855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
STANCHION WELDED TO BASE PLATE:
Stanchion is welded all around to base plate with
developing the full stanchion bending strength.
11/26/2014 PageG7 ,6 �
1/8" minimum throat fillet weld capable of
Weld to base plate: 1/8" fillet weld all around— develops
full wall thickness.
Check weld strength SEVASCE 8-02 section 5.2.2:
transverse loaded fillet weld:
OP, = OtLFua, Use Z for tL
Z = 1.195 in3
Pa = 0.55*0.362*80 ksi
Pa = 15,928
PS = 15,928/1.2 = 13,273#"
Strength of A500 steel tube stanchion with fillet weld all
around:
BASEPLATE
Base plate bending stress
for 3/8" plate S = 5" • 3/82 = 0.117 in3
6
Base plate allowable moment
Fb = 0.75*50ksi = 37.5 ksi
Mau = 37.5 ksi • 0.117 in3 = 4,387 "#
Base plate bending stress
TB=C
M = 0.84375" • TB • 2
Tani = 4.387 = 2,600"
2 • 0.84375
Base plate anchorage is the same as previously calculated for the surface mounted post option for
the specific substrate.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
POOL FENCE OPTION
11/26/2014
Only glass, vertical cable or vertical pickets may be used for pool fences
not be used as it has a ladder configuration which would allow climbing.
OTHER THAN POOL FENCES
Recommend limiting post spacing to 48" and fence height to 60".
age 8 1
Horizontal cable may
Maximum allowable height for 48" on center post spacing:
For any of the detailed anchorage to wood or surface mounted to any substrate or direct fascia
mounted (two bolts):
Ma = 9,600"#
Live load is 50 plf at 42" above finish floor or 200# at 42" above finish floor.
For 25 psf live load on a single span:
Maximum post height for 4' o.c. post spacing:
Ha = ✓(2*800'#)/(25psf*2')) = 5.66' = 5'8" Limit to 5' because of deflections.
Maximum post spacing for 5' post height
S = (2*800'#)/(25psf*5'2)*2 = 5.12' limited to 4'-6" based on 50 plf load.
For core mounted posts or steel stanchion mounted to concrete or steel or fascia mounted
with fascia bracket:
For 25 psf live load on a single span:
Maximum post height for 4' o.c. post spacing:
H, = ✓(2* 1,150'#)/(25psf*2')) = 6.78' = 6'9"
Check 5' on center post spacing:
Ha = ✓(2*1,150'#)/(25psf*2.5')) = 6.06' = 6' 3/4"
Maximum post spacing for 5' post height
S = (2* 1,150'#)/(25psf*5'2)*2 = 7.36' (Limit spacing to 6' maximum)
Post deflection at top of post for 200# live load at 42" height -
For 5' tall post:
Atop =[200*422/(6*10,100,000psi*0.9971in4)1*(3*60"-42") = 0.805"
RECOMMEND LIMITING FENCE HEIGHT TO 5' MAXIMUM BECAUSE OF THE
DEFLECTIONS.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
SERIES 100 TOP RAIL
11/26/2014
SERIES 100 TOP
Butts into post
Alloy 6063 — T6 Aluminum
Allowable Stress: ADM Table 2-24 Area: 0.664908 sy it
Perim: 20.97080 in
Fr = 15 ksi xC: 7.310000 in
yC: 5.243178 in
FC '� 6' span I= 0.339592 inA4
p Iyy: 0.295081 W4
Kxx: 0.714658 in
2 Lb SC = 2.72" •-0.246 Kyy: 0.666177 in
(IyJ) 1r2 (0.295*1.53)112 Cxx: 1.383137 in
= 52.7<130 therefore Cyy:1.000000 in
Sxx: 0.245523 inA3
Fc = 15 ksi Syy:0.295081inA3
Allowable Moments 4
Horiz: 0.295in3.15 ksi = 4,425#" = 368.75 #'
Vertical load = 0.246in3.15 ksi = 3,690#" = 307.5 #'
Maximum allowable load for 72" o.c. post spacing - vertical
W = 3,690"#*8/(69.625"2) = 6.09 pli = 73.1 plf
P = 3,690"#*4/69.625" = 212#
Maximum span without load sharing, P = 200# - vertical
S = 3,690"#*4/200# = 73.8" clear
Max post spacing=73.8"+2.375" = 76.175"
Page 29 of 60
pq
SAIR �' '
;, t`'
i d e IZ—A t%viz
For horizontal loading rail strength is greater and therefore okay by inference.
Maximum allowable load for 72" length horizontal load
W = 4,425"#*8/722 = 6.8 pli = 81.9 plf
P = 4,425"#*4/72" = 245.8#
Maximum span for P = 200# and W = 50 plf horizontal load
W = ✓(368.75#'*8/50) = 7.68' = 7' 8.5"
P = 368.75#'*4/200 = 7.375' = 7'3.5" controls
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
SERIES 150 TOP RAIL
A = 0.676 inz
Ixx = 0.1970 in4
Iyy = 0.2263 in4
Sxx = 0.1522 in3
Syy = 0.2263 in3
rxx = 0.540 in
ryy = 00579 in
Alloy 6063 — T6 Aluminum
Allowable Stress: ADM Table 2-24
FT = 18 ksi
Fc — 6' span
Rb/t = 0.310.065 = 4.6 < 35
F, = 18 ksi for horizontal loads
d/t = 0.75"/0.65 = 1.15 < 15
F� = 20 ksi for vertical loads
Allowable Moments
11/26/2014
Co
0
N
Horiz: 0.2263in3.18 ksi = 4,073"# = 339.45'#
Vertical load = 0.1522in3.18 ksi = 2,739.6"# = 228.3#'
Maximum allowable load for 72" o.c. post spacing - vertical
W = 2,739.6"#*8/(69.625" z) = 4.52 pli = 54 plf
P = 2,793.6"#*4/69.625" = 160.5#
Maximum span without load sharing, P = 200# - vertical
S = 2,793.6"#*4/200# = 55.87" clear
Max post spacing=55.87"+2.375" = 58 1/4"
2.
With loading sharing with bottom rail — load transferred by pickets 200# concentrated load may
be safely supported with 6' on center post spacing.
Maximum allowable load for 72" length horizontal load
W = 4,073"#*8/69.6252 = 6.7 pli = 80.6 plf
P = 4,073"#*4/69.625" = 234#
Maximum post spacing is 6'.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
SERIES 1001150 TOP RAIL CONNECTION TO POST FACE:
Use RCB attached to post with 2 #10 screws same as bottom rail.
V= 2-38 ksi -0.19" • 0.10" • 1=
3 (FS)
V= 481#/screw
Since minimum of 2 screws used for
each
Allowable load = 2- 481# = 962#
The connection block can be cut
POST CAP
2 3/a' SQUARE
STANDARD POST
square for use in horizontal rail
applications or angled for use in
sloped applications such as along stairs or ramps.
Intermediate bottom rail post used to provide additional
support to bottom rail.
Recommended for post spacing over 5' on center to prevent
excessive deflection in bottom rail associated with stepping
on the rail.
Intermediate post may be 1.4" square aluminum extrusion or
similar that fits snuggly in the bottom rail.
Acts in compression only.
Secured to rail with two #8 tek screws
Shear strength of screws:
V= 2-38 ksi-0.164" - 0.065" 1 —
3 (FS)
V = 270#/screw
Vwt = 2*232# = 464#
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Page 31 of 60
l� QI IiLJ F.. li JL✓
ING
AT
3LE
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
INTERMEDIATE POST FITTING — SERIES 1001150
Used for intermediate posts along stairways
Fitting locks into top of post with #8 Tek
screws:
Maximum load on fitting is 300#
6' post spacing * 50 plf = 300#
Shear resisted by direct bearing between
fitting and post
area = 2.175"*0.1875 = 0.408 in2
Bearing pressure = 300#/.408 = 736 psi
SERIES 100 TOP RAIL
(LEVEL AREAS ONLY)
Page 32 of 60
E f "tip
#8 TEK SCREW
(TYP)
INTERMEDIATE
POST
ADAPTER
Moment of fitting to post: 2 ai8" SQUARE
This is an intermediate post with STANDARDPOST
rotation of top rail restrained at rail ends.
Moment of fitting is created by eccentricity between bottom of top rail and top of post: e
= 0.425"
M = 300# * (0.425") = 127.5#"
#8 Tek screws:
Shear strength = V= 2.38 ksi -0.1309" - 0.07" - 1 = 232#
3 (FS)
Moment capacity
M= 232#*2.375" = 551#"
SERIES 150 TOP RAIL
#8 TEK SCREW
\ice (TYP)
INTERMEDIATE
POST
ADAPTER
2 318" SQUARE
STANDARD POST
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
' \I
Feeney Design -Rail® — Horizontal Cablerail Infill
SERIES 200 TOP RAIL
Area: 0.887 sq in
Ix : 0.254 in4
0
Iyy: 1.529 in4
cy
ru: 0.536 in
ryy: 1.313 in
C.: 1.194 in
Cyy: 1.750 in
m
a
S::: 0.213 in3 bottom
&.: 0.457 in3 top
Syy: 0.874 in3
11/26/2014 3 PaggD3fp,� 0Q� ,g�
'�r
3.500
6063-T6 Aluminum alloy from ADM Table 2-24
For 72" on center posts; L = 72"-2.375"-1"x2 = 67.625" ; kLb = 1/2L = 33.81"
Fbc = 16.7-0.073. 33.81 =14.82 ksi
1.313
Ft = 15 ksi
Allowable Moments 4 Horiz: 0.874in3.14.82 ksi = 12,953#" = 1,079#'
Vertical load = 0.457in3.14.82 ksi = 6,773#" top compression
or = 0.213in3.15 ksi = 3,195#" controls vertical- bottom tension
Maximum allowable load for 72" o.c. post spacing - vertical
W = 3,195"#*8/(67.625"2) = 5.59 pli = 67 plf
P = 3,195"#*4/67.625" = 189# Load sharing with bottom rail required for 6 foot post
spacing. Picket infill will transfer loads from top rail to bottom rail and provide required
additional support.
With load sharing maximum span is 6'.
Maximum span without load sharing, P = 200#
S = 3,195#"*4/200# = 63.9" clear
Max post spacing=63.9"+2.375" = 66-1/4", 5' 6-1/4"
For horizontal load, maximum span for 50 plf load
L= (8Ma/50plf)1/2 = (8 * 1,079/50plf) 1/2 = 13.14'
for 200# concentrated load
L = (4M/200#) = (4* 1,079/200plf)= 21.58'
deflection limits will limit span to 6'.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
SERIES 300 TOP RAIL
Area: 0.881 sq in
Perim: 21.29 in
Ixx: 0.603 in4
Iyy: 1.149 in4
Kxx: 0.828 in
Kyy: 1.142 in
Cxx: 1.599 in
Cyy: 1.501 in
Sxx: 0.377 in3
Syy: 0.766 in3
2.482
6063-T6 Aluminum
Allowable stresses from ADM Table 2-24
Fcb—L/ry=(72-23/8"-2.1"1=59.1
1.142
Based on 72" max post spacing
Fcb = 23.9 — 0.124(59.1) = 16.57 ksi
Man MHz = 16.57ksi • (0.766) = 12,69411#
Vertical loads shared with bottom rail
For vertical load — bottom in tension top comp.
Fb = 19 ksi
Man ,t = (0.377in4) • 19 ksi = 7.163"#
Allowable loads
Horizontal — uniform —• W= 12,694 • 8 = 19.6 #/in = W = 235 plf
722
PH = 4 • 12,694 = 705 #
72
Vertical — W = 7.163 • 8 = 11.05 #/in = 132.6 plf (Top rail alone)
722
P = 7,163 -4 = 398 #
72
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Page 34 of 60
W" WIA
Feeney Design -Rail® — Horizontal Cablerail Infill
SERIES 350 TOP RAIL
Area: 0.887 inz
Ixx: 0.243 in4
Iyy: 1.463 in4
rxx: 0.522 in
ryy: 1.281 in
C.: 1.157 in
Cyy: 1.750 in
Sax: 0.210 in3 bottom
Sax: 0.288 in3 top
Syy: 0.836 in3
11/26/2014
3/4"
Allowable stresses ADM Table 2-24 6063-T6 Aluminum
FCb — Rb/t = 1.875" = 10 line 16.1
0.09375
Based on 72" max post spacing
FCb = 18.5 — 0.593(20)112 = 15.85 ksi
Man had, = 15.85ks1 • (0.836) = 13,249"#
Vertical loads shared with bottom rail
For vertical load — bottom in tension top comp.
Fbc = 18 ksi and Fbc = 15.85 ksi
For top rail acting alone
Mail wa = (0.210in3) • 18 ksi = 3,780"# Controls
=(0.288in4)* 15.85ksi = 4,565"0
Allowable loads For 6' post spacing
3�n,,
4f�
3 1/2"3r t�^3:
Horizontal — uniform — WH= 13,249.8 = 20.44 Win = WH = 245 Of
722
PH = 4 • 13,249 = 736#
72
Vertical — W = 3,780 • 8 = 5.83 Win = 70 plf (Top rail alone)
722
P = 3,780 . 4 = 210#
72
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
SERIES 400 TOP RAIL
COMPOSITE MATERIAL
Alloy 6063 — T6 Aluminum
Ixx: 0.0138 in4; Iyy: 0.265 in4
Cxx: 0.573 in; Cyy: 1.344 in
Sxx: 0.024 in3; Syy: 0.197 in3
Wood — varies G>— 0.43
2"x4" nominal
Ixx: 0.984 in4; Iyy: 5.359 in4
Cxx: 0.75 in; Cyy: 1.75 in
Sxx: 1.313 in3; Syy: 3.063 in3
Page 36 of 60
WOOD CAP i [
Allowable Stress for aluminum: ADM Table 2-24
FT = 15 ksi
Fc —> 6' span
Rail is braced by wood At 16" o.c. and legs have stiffeners therefore
F� = 15 ksi
SERIES 400 CAP RAIL
2 11/16"
3/4"_F 1/16"
For wood use allowable stress from NDS Table 4A for lowest strength wood that may be used: Fb
= 725 psi (mixed maple #1), CD =1.33, CF = 1.5
F'b = 725*1.33*1.5 = 1,445 psi
F'b = 725*1.33*1.5*1.1 = 1,590 psi for flat use (vertical loading)
Composite action between aluminum and wood:
n = Ea/Ew = 10.1/1.1 = 9.18
The limiting stress on the aluminum = 9.18*1,445 psi = 13,267 psi < 15 ksi
Allowable Moments -/
Horiz: 0.197in3.13267 psi +3.063 in3*1445psi = 7040"#
Vertical load = 0.024in3.13267 ksi +1.313* 1,590= 2,405"#
Maximum allowable load for 72" o.c..post spacing - Horizontal load
W = 7,040"#*8/(69.625"2) = 11.6 pli = 139 plf
P = 7,040"#*4/69.625" = 404#
Maximum span without load sharing, P = 200# or 501f - Vertical load
S = 2,405"#*4/200# = 48.1" clear
Max post spacing =48.1 "+2.375" = 50.475"
COMPOSITES: Composite materials, plastic lumber or similar may be used provided that the
size and strength is comparable to the wood.
EDWARD C. ROBISON; PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 Page 37 of 60
t
TOP RAIL VERTICAL LOAD — LOAD SHARING
Fors spans requiring p q mg load sharing with bottom rail. � � �-
Center picket transfers vertical load directly to bottom rail so that vertical strength of system is
summation of the strength of the top and bottom rails.
Bottom rail vertical bending strength:
Sxx = 0.108 in3 (From picket bottom rail calculations page 36)
Fbt = 20 ksi From ADM Table 2-24
Fbo = 20ksi
Mav = 0.108 in3*20ksi = 2,160"#
Combined strength of top rail and bottom rail — Load sharing will be based on relative stiffness
between top and bottom rails.
Least stiff top rail is Series 400 with a 2x4 nominal wood board:
Ixx = I. aluminum + Ixx wood*(E./Ea) = 0.0138in4+ 0.984in4/9.18 = 0.121 in4
for bottom rail Ixx = 0.125 in4
Load share to top rail = 0.121/(0.121+0.125) = 0A92
For 200# concentrated load:
Pwp = 0.492*200 = 98.4#
Pbot = 200 -98.4# = 101.6#
For 50plf load
Utop = 0.492*50 = 24.6 plf
Ubot = 50 —24.6# = 25.4 plf
For 72" span:
Mtop = 98.4#*72/4 = 1,771.2"# < 2,405"# (see series 400 top rail page 32)
or
Mtw = 24.6#*62/8 = 110.7"# = 1,328.4"# < 2,405"# (see series 400 top rail page 32)
For bottom rail and 72" on center post spacing:
S = 72" — 2.375" — 2* 1" = 67.625
Mbot = 101.6#*67.625/4 = 1,717.7"# < 2,160"#
Mbot = 25A#*(67.625/12)2/8=100.83'# = 1,210"# < 2,160"#
Load sharing will allow all top rails to work with 6' on center post spacing.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
PICKET INFILL INSERT:
Series 200, 300, 350 and 400 top rails
Either infill option may be used as strength is equivalent for each style.
Insert channel for picket infill
Iyy. = 0.144 in4 I.. = 0.0013in4
Syy = 0.115 in3 S.. = 0.0057 in4
Insert compression locks into top rail
Horizontal forces transferred between insert and top
rail by direct bearing on locking tabs.
Pag �38 g1,60j 4 o
2.50000
0.86750 1 0.86750
Bearing area = 1/8" width
Allowable bearing load will be controlled by spreading of top
rail
Check significance of circumferential stress:
R/t = 311/0.09375 = 32 > 5 therefore can assume plane
bending and error will be minimal
M = 2.08"*W
M,tt = S*Fb
Fb = 20 ksi for flat element bending in own plane,
ADM Table 2-24
S = 12"/ft*(0.094)2/6 = 0.0177 in3
Wau = Maa/2.08" = (S* Fb)/2.08" = (0.0177 in3*20
ksi)/2.08" = 170 plf
For 36" panel height — 1/2 will be tributary to top rail:
Maximum live load = 170 plf/(3'/2) = 113 psf.
Check deflection:
A= WL3/(3EI)
I=12"*0.093753/12 = .000824 in4
A= 170plf*2.08"3/(3*10.1x106*.000824) = 0.06"
The required deflection to cause the infill to disengage: 0.05"
Reduce allowable load to limit total deflection:
0.05/0.06* 113 plf = 94 plf
Maximum horizontal load on infill piece is 94 plf
INFILL LOAD_
RESTRAINED
AT POSTS
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 Page 39 of 60
TOP RAIL TO POST CONNECTION:
Series 200, 300, 350 and 400 top rails.
Direct bearing for downward forces and horizontal forces:
For uplift connected by (2) #8 Tek screws each post:
2x F p.,tx dia screw x Post thickness / SF (ADM 5.4.3)
V= 2.30 ksi -0.1379" - 0.09" - 1 = 325#/screw
3 (FS)
For Vertical upward loads top rail is restrained by (2)
#8 tek screws each side.
Connection of bracket to post is with (2) #14 screws so
is stronger.
For horizontal loads the top rail directly bears on side
of post.
Tek screw strength: Check shear @ rail (6063-T6)
2x F mnx dia screw x Rail thickness x SF
V= 2.30 ksi -0.1379" - 0.09" - 1 = 325#/screw
3 (FS)
Since minimum of 2 screws used for each
Allowable load = 2- 325# = 650#
Post bearing strength
Van = Abearing*FB
Abearing = 0.09"*2.25" = 0.2025 in2
FB = 21 ksi
Van = 0.2025 in2 * 21 ksi = 4.25 k
Bracket tab bending strength
Vertical uplift force
For 6061-T6 aluminum stamping 1/8" thick
Fb = 28 ksi — ADM Table 2-21
S = 0.438"*(.125)3/12 = 0.000071n3
Ma = 28 ksi*0.00007 = 196"#
Pa = Ma/l = 196"#/1.158" = 169#
Uplift limited by bracket strength:
UpaB = 2* 169 = 338# per bracket
t�, g
2 3/8' SQUARE
STANDARD POST
mm.P.wr ni" I I m �' eoTro�view
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014et4O�of 0 asp ;l
La ����i�
RAIL SPLICES:
Splice plate strength:
Vertical load will be direct bearing from rail/plate to post no
bending or shear in plate.
Horizontal load will be transferred by shear in the fasteners:
Rail to splice plates:
Tek screw strength: Check shear @ rail (6063-T6)
2x Fu,ailx dia screw x rail thickness x SF
V= 2.30 ksi •0.1379" • 0.09" • 1 = 325#/screw; for two
screws = 650#
3 (FS)
or Fa,plawx dia screw x plate thickness x SF
V= 38 ksi -0.1379" • 0.098" • 1 = 171#/screw;
3 (FS)
for two screws = 342#
BUTT SPLICE
Post to splice plate: STANDARD SPLICE PLATE
Screws into post screw chase so screw to post connection will
not control.
splice plate screw shear strength
2x F piatex dia screw x plate thickness x SF
V= 2.38 ksi •0.1379" • 0.098" • 1 = 326#/screw;
3 (FS)
for two screws = 652#
Check moment from horizontal load:
M = P*0.75". For 200# maximum load from a single rail on to splice plates
M = 0.75*200 = 150#"
S = 0.098*(2.5)2/6 = 0.6125 in3
fb = 150#"/(0.6125) = 245 psi
For corner brackets screw strength and bending strength will be the same.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
INTERMEDIATE RAIL
I,,; = 0.123 in4
Iyy = 0.177 in4
Sxx = 0.115 in3
Syy = 0.209 in3
rxx = 0.579 in
ryy = 0.695 in
t�^ v
11/26/2014�e�'Po
Allowable stresses: ADM Table 2-24 6063-T6 Aluminum
Ft = 19 ksi For vertical loads
FCb — Rb/t = 1.25" = 0.33 line 16.1 FCb = 18 ksi
3.75
Man vert = 18ks1 • A115) = 2,070" 4
For horizontal loads:
Ft= 15 ksi For vertical loads
FCb — Lb/ry = 35" = 50.4 line 11
0.695
Based on 72" max post spacing
Fcb = (16.7-0.073*50.4) ksi =13.0 ksi —
M.11 hwiz = 13ks1 • (0.209) = 2,717" 0
For intermediate rail acting alone
Allowable loads
Horizontal —> uniform — WH= 2,717.8 = 4.44 #in = WH = 53 Of
702
rFt7S
PH = 4 02,717 = 155 # Not used for top rail 50# cone load appl.
70
Vertical —> W = 2070 • 8 = 3.38 #/in = 40.6 plf (Top rail alone)
702
P = 2070 -4 =118# Not used for top rail 5O# cone load appl.
70
Maximum wind load for 3'6" lite height, 1'9" tributary width
Wmax = 53/1.75 = 30.3 Of
Maximum span for 200# concentrated load:
L = 2,717*4/200# = 54"
May only be used as a top rail for single family residences with a maximum post spacing of 4'
6".
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
r 1
Feeney Design -Rail® — Horizontal Cablerail Infill
MID RAIL
Used with Intermediate Rail, Picket
Bottom Rail or Standard Bottom Rail to
install picket infill light below the rail.
Refer to mid or bottom rail calculations
for rail properties.
Mid rail picket infill when installed in
rail will stiffen the flanges (legs)
regularly so that the flanges are
equivalent to flat elements supported on
both edges:
From ADM Table 2-24 section 16.
b/t = 1.1 "/0.07 = 15.7 < 23
Therefore Fca = 15 ksi
Strength of infill piece:
Ixx: 0.00078in4
Iyy: 0.0366 in4
Sxx: 0.00386 in3
Syy: 0.0479 in3
Fca = 15 ksi
11/26/2014 Page 42 of 60 [�
When inserted into intermediate rail or bottom rail determine the effective strength:
ratio of load carried by infill:
Iyy infill/ Iyy rail = 0.0366/0.172 = 0.213
Syy infill 5 0.213*0.204 = .0434 < 0.0479
Allowable Moments -/ Horiz: (0.204in3 +0.0479) * 15 ksi = 3,778"#
Maximum allowable load for 70" screen width L = 70"-1"*2-2.375*2 = 63.25"
W = 3,778"#*8/(63.25" z) = 7.5 pli = 90 plf
P = 3,778"#*4/63.25" = 239#
Maximum allowable load for 60" screen width L = 60"-1"*2-2.375*2 = 53.25"
W = 3,778"#*8/(53.25" z) =10.66 pli = 127.9 plf
P = 3,778"#*4/53.25" = 284#
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
1
Feeney Design -Rail® — Horizontal Cablerail Infill
PICKET BOTTOM RAIL
Bottom rail strength
6063-T6 Aluminum alloy
For 72" on center posts; L = 72"-2.375"-1"x2 =
67.625" ; Lb = 1/2L = 33.81"
Fbc = 16.7-0.073.33.81 = 12.95 ksi From
0.658
ADM Table 2-24 line 11 for compression
or line 2 for tension
Ft = 15 ksi
11/26/2014
Allowable Moments -/ Horiz: 0.227in3.12.95 ksi=2,939"#
Maximum allowable load for 72" o.c. post spacing
W = 2,939"#*8/(67.625112) = 5.14 pli = 62.7 plf
P = 2,939"#*4/67.625"=173.8#
For vertical load:
Allowable Moments -/ M, x= 0.108 in3.13.61 ksi=1,470"#
Maximum allowable load for 60" o.c. post spacing
W = 1,470"#*8/(55.625"2) = 3.8 pli = 45.6 plf
P = 1,470"#*4/55.625" = 106#
Rail fasteners -Bottom rail connection block to post
#10xl.5" 55 PHP SMS Screw
Check shear @ post(6005-T5)
2x Fupustx dia screw x Post thickness x SF
Eq 5.4.3-2
V= 38 ksi -0.19" - 0.1" 1 = 240#/screw
3 (FS)
Since minimum of 2 screws used for each
Allowable load = 2- 240# = 480#
Rail Connection to RCB
2 screws each end
#8 Tek screw to 6063-T6
ADM Eq. 5.4.3-1
2*30ksi'0.1248"-0.07 1 = 175#/screw
3
Allowable shear = 2* 175 = 350# OK
Page 43 of 60
Area: 0.446 sq in
Perim: 9.940 in
Ixx: 0.125 1nA4
I yy: 0.193104
Kxx: 0.529 in
Kyy: 0.658 in
Cxx: 1.151 In
Cyy: 0.852 in
Sxx: 0.108 inA3
Syy: 0.227 inA3
i
i
PICKET
BOTTOM
RAIL
TEK
EDWARD C. ROBISON, PE
10012 Creviston Or NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
,W riil��fi
Feeney Design -Rail® — Horizontal Cablerail Infill
PICKETS 3/4" SQUARE
Used for mid span cable spreader bar.
Loading 425 psf 44 1/2" O.0 4 25psf •.375=9.4 plf
M= 9.4/12 (42"-6")2 = 127 lb -in
8
or concentrated = 50# on 1 sf
For 3/4 square pickets t=0.062" -/ S=0.05in3
A = 127 lb -in = 2538 psi
0.05in3
For 50 lb cone load -► 1 SF - min 2 pickets
M= 50/236"= 225 lb -in
4
fb= 225 lb -in = 4,500 psi
0.05 in3
Fb= 15 ksi — compression ADM Table 2-24 line 14
15 ksi —tension ADM Table 2-24 line 2
i 1
11/26/2014 Page 44 of 60
Area: 0.288 sq in
Perim: 6.03 in
I= 0.0196 inA4
lyy- 0.0190 inA4
Kxx: 0.261 in
Kyy: 0.257 in
Cxx: 0.392 in
Cyy: 0.376 in
Sxx: 0.050 inA3
Syy: 0.051 inA3
Maximum allowable moment on picket = 15 ksi *0.05 in3 = 750 in -lb
Maximum span = 750 in-lb*4/25 lb = 120" — concentrated load or
(750inlb*8/0.783 lb/in)1/2 = 87.5 in - controls
Connections
Pickets to top and bottom rails direct bearing for lateral loads —ok
#10 screw in to top and bottom infill pieces. Shear strength =
2x F p sqx dia screw x t ,il x SF ADM Eq 5.4.3-2
V= 38 ksi -0.19" • 0.l" - 1 = 240#
3 (FS)
VA"
3/4
i
PICKET
Lap into top and bottom rail — 1/8" into bottom rail and 1/8" into 1.076
top rail. o
N
Allowable bearing pressure = 21 ksi (ADM Table 2-24 line 6
Picket filler snaps between pickets to pressure lock pickets in place.
Bearing surface = 1.375"*.062" = 0.085 in2
Allowable bearing = 0.085 in2*21 ksi = 1,785#
Withdrawal prevented by depth into rails.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
STANDARD POST RAIL CONNECTION BLOCK
Can be used to connect top rails to 2-3/8" standard post
face, wood posts, walls or other end butt connection.
Top rail snaps over block and is secured with either
silicone adhesive or #8 tek screws.
Connection strength to post or wall: (2) #10xl .5" SS
PHP SMS Screw
Check shear @ post(6005-T5)
Fapostx dia screw x Post thickness x SF
Eq 5.4.3-2
V= 38 ksi -0.19" - 0.1" - 1 = 240#/screw for
3 (FS)
standard post.
11/26/2014
Since minimum of 2 screws used for each, Allowable load
= 2- 240# = 480#
For attachment to wood posts: Use Four #10 x2.5" screws
Ztl = 139# per screw (NDS Table 11M, G z OA3)
Va = 4* 139# = 556#
Standard RCB
r
f Li„Ll
TEK SCREW
BOTTOM RAIL
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Page 45 of 60
RCB
RCBSCREW
RCB
Feeney Design -Rail® - Horizontal Cablerail Infill
WALL MOUNT END CAPS
End cap is fastened to the top rail with
2) #10xl" 55 PHP SMS Screws
11/26/2014 P ged416 0 6t0 41 y
_ walltMoui ietl: y 3i
r. End Cap
— 209 Series
tt Top Rall
2x Fepostx dia screw x Cap thickness x SF
Eq 5A.3-2
V= 2*38 ksi -0.19" - 0.15" 1 = J
3 (FS).F
722#/screw , 1,422# per connection
Connection to wall shall use either:
#14x1-1/2" wood screw to wood, minimum 1" penetration into solid wood.
Allowable load = 2* 175# = 350#
Wood shall have a G z 0.43
From ADM Table 11M
For connection to steel studs or sheet metal blocking
Use #12 self drilling screws.
Minimum metal thickness is 18 gauge, 43 mil (0.0451")
Allowable load = 280#/screw-
Table 3: Suggested Capacity for Screws Connecting Steel to Steel (lbs.)
Steel
V. -14 Screw
#12-14 Screw
010-16 Screw'
#9-18 Screw'
#6 Screw'
Thickness -
Thinnest
Shear
Pullout
Shear
Putout
Shear
Pullout
Shear
Pullout
Shear
Pullout
component
0.1017'
1000
320
690
280
780
245
675
210
560
175
0.0713"
600
225
555
195
520
170
470
145
395
125
0.0566"
420
180
390
155
370
135
340
115
310
95
0.0451'
300
140
280
120
260
105
240
90
220
75
0.0347'
200
110
185
95
175
80
165
70
150
60
Notes:
1. Design values are based on CCFSS Technical Bulletin Vol. 2, No.1 which oullines the proposed AISI Specification provisions for
screw connebdons. For shear connections the cold -formed steel section should be evaluated for tension.
2. Based on Fir - 33ksi, Fu.45ksl minlmum. Adjust values for other steel strengths.
3.' - Refer to Table 1 for limits on recommended total steel thickness of connected parts.
EDWARD C. ROEISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 ehrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 P g „ 7 ofn60n 1 a
_. �s
Wall Mounted End Caps continued
U�4
For connection to masonry or concrete use two 3/16 screw -in (Tapcon) anchor
Page 3 of 3 ER-5878
TABLE 3—ALLOWABLE TENSION AND SHEAR VALUES FOR TAPPER SCREW ANCHORS
INSTALLED IN NORMAL -WEIGHT CONCRETE*'
SCREW
ANCHOR
DIlnrh)
OncN
SCREWANCHOR
MATERIAL AND
COATING
fAS AOAnN BLD
I MINIMUI4
ALLOWABLE TENSION (pounds)
ALLOWABLE
SHEAW
(pounds)
EMREDMENi'
Onchesl
With Special lnspecHOn'
Without Special inspection'
Concrete Siren th, f',( s0
9 P
Concrete Siren th, r7o.5
9
2000
SON
4NO
2000
0000
IN
11.
Calton steel,
PetmaSeal
coated
1
90
90
90
45
45
45
175
Ylz
180
215
255
90
110
130
230
1%
295
1 335 1
375
150
1 170
190
235
300 and 350 Series end caps use same fasteners and have identical strengths
Wall Mounted
End Cap
300 Series
I' Tap Hail
PM
Wail Mounted
End Gap
350 Series
%y r— Top flail
Im
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
GRAB RAIL BRACKET
Loading 200 lb concentrated load or
50 plf distributed load
Grab rail bracket — 1-7/8" long
Aluminum extrusion 6063-T6
Allowable load on bracket:
Vertical load:
Critical point @ 1.8" from rail to root of double
radius, t = 0.25"
M = P* 1.8" or WS* 1.8"
where P = 200#, W = 50 plf and
S = tributary rail length to bracket.
Determine allowable Moment:
FT = 20 ksi, Fc = 20 ksi
From ADM Table 2-24
Sv = 1.875"*0.252/6 = 0.0195 in3
Mvau = 0.0195 in3*20 ksi = 390"#
Determine allowable loads:
For vertical load:
Pau = 390"#/1.8" = 217#
Szu = 217#/50plf = 4'4"
Vertical loading will control bracket strength.
A
11/26/2014 Page 48 of 60
R�r�fj
Allowable load may be increased proportionally by increasing the bracket length.
For 5' Post spacing: 5'/4.33'* 1.875" = 2.165" — 2-11/64"
Grab rail connection to the bracket:
Two countersunk self drilling #8 screws into 1/8" wall tube
Shear — FmDt/3 = 30ksi*0.164"*0.125"/2.34*2 screws = 525# (ADM 5.4.3)
Tension — 1.2DtFry/3 = 1.2*.164"*0.125"*25ksi*2 screws/2.34 = 525#
Safety Factor = 2.34 for guard rail application.
For residential installations only 200# concentrated load is applicable.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
L I a
Feeney Design -Rail® — Horizontal Cablerail Infill
Connection to support
Maximum tension occurs for outward
Horizontal force = 200#:
Determine tension from EM about C
0= P*5" — T*0.875"
T = 200#*(5-1.25)"/1.25" = 600#
From Z forces — no shear force in anchor
occurs from horizontal load
Vertical force = 200#+17# (DL):
Determine tension from I about C
0= P*2.5" — T* 1.25"
T = 217#*2.5"/1.25" = 434#
From Z forces — Z = P = 217#
CONNECTION TO STANDARD POST (0.1"
WALL)
11/26/2014
For 200# bracket load:
For handrails mounted to 0.1" wall thickness aluminum tube.
5/16" self drilling hex head screw
Safety Factor = 2.34 for guard rail application.
Shear—FtuDt/2.34 (ADM5A.3)
38ksi*0.3125"*0.1"/2.34= 507# 285"
Tension — Pullout ADM 5.4.2.1
Pt = 0.58As Ft.401/2.34 =
0.58*0.682*38ksi(0.10)/2.34= 642#
Required attachment strength
T = 434# and V = 217# or
T=600#and V=0
For combined shear and tension (Vertical load
case)
(T/Pt)2 + (V/Za)2 5 1
(434/642)2 + (217/508)2 =0639 5 1
Or
107,
(434/642) + (217/508) =1.10 5 1.2
600 5 642# therefore okay
1.80
Page 49 of 60
l�j y f�r�(�a� �
TM +�t
w
aa.j x,
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
.312"
Feeney Design -Rail® — Horizontal Cablerail Infill
STAINLESS STEEL CABLE IN -FILL:
S: MAX. 5' O.C. SPACING POSTS
I' r
11/26/2014
Page 50 of 60
b tlDIV
EE''
€ , a 1
NNECOULCRUM
-ill-J�1�IVIC'�
FITTBQG _ v DECK / FLOOR, rvu t' Stt / FITTING
SURFACE SEPARATE BOTTOM OTE: SEE SEPARATE
RAIL CALCS POST CALCULATIONS
5' maximum post spacing is recommended but may be increased to 6' maximum where allowed
based on the frame and attachment strength.
Cable railing- Deflection/ Preload/ Loading relationship
Cable antred /A I Cable anchored
-I
Cable Strain = E= C,a•L
A•E
Ct = Cu + Cta
Co = installation tension
Cta = EEA = Cable tension increase from loading
L
From cable theory
Ct=lam
4A
for concentrated load
To calculate allowable load for a given deflection:
Calculate E _ [[(1/2)2 + Az] to •2 —1]
Then calculate Cta = EAE
L
Then calculate Ct = Ca + Cta
Then calculate load to give the assumed A for concentrated load
P = Ctt4A
I
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 Page 51 of 60
For uniform load — idealize deflection as triangular applying cable theory lt
Solving for W = Cc 8 A
12
See spreadsheet pages based on 36' maximum cable length and 3" clear cable spacing.
Cable rail loading requirements
Guardrail components 25 psf over entire area
IBC 1607.7.1.2 Components
50 lbs Conc. load over 1 sf
Application to cables
Px = 8.33#
-Uniform load = 25 psf •3" = 6.25 plf
Py = -8.63#
12"
-Concentrated load 1 sf
w
4^ elan Ball ; N
3 cables minimum
50# __ 16.7
50/3 = 16.7 lbs on 4" sphere
Q
C6
N
Produces 8.63 lb upward and downward on
4" BALL LOAD = 50 =16.7#
adjacent cables.
12/4px
= 16.712 = 8.33#
Py = tan46`8.33 = 8.63#
Deflection — since cables are 3" O.C. and
maximum opening width = 4"
for 1/8" cable Aatt = 4" — (3- 1/8) =1 1/8"
o
for 3/16" cable Ami = 4" — (3- 3/16) = 1 3/16"
Cable Strain:
E=a/Eand AL=LE
AL = L(T/A)/E = L(T/0.0276 in2)/27 x 106 psi
Maximum cable free span length = 60.5"/2-2.375" = 27.875"
Additionally cable should be able to safely support 200 lb point load such as someone standing
on a cable. This is not a code requirement but is recommended to assure a safe installation.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® - Horizontal Cablerail Infill 11/26/2014
Cable railing i
Cable deflection calculations
ch
Cable =1 /8" dia (area in^2) =
0.0123
Modulus of elasticity (E, psi) =
_
26000000
_
Cable strain =Ct/ (A*E) *L(in) = additional strain from imposed loading
Cable installation load abs)_
150
Total Cable length (ft) _
36
Cablefree (' ) -
35
span mes
-
Calculate strain for a given displacement (one span)
Imposed Cable load giving displ.
delta (in)
strain (in)
Ct net (lb) Ct tot (lbs)
Conc. Load (lb)1 Uniform Id (plf)
0.25
0.00357
2.6
152.6
4.4. 3.0
- t -
- - ----
- -' -------
0.375
0.00803
5.9
155.9
6.7 4.6
0.55
0.01728
12.8
162.8
10.2 7.0
0.75
0.03213
23.7
173.7
14.9 10.2
1
0.05710
42.2
192.2
22.0 15.1
2
0.22783
168.3
318.3
72.7 49.9
2.5
0.35534
262.4
412.4
117.8 80.8
}
1
,.
3.13
0.55542
410.2
560.2
200.4 _ 137.4
i
,Cable railing
Cable deflection calculations
Cable =1/8" dia (area in^2) _
Modulus of elasticity (E, psi) _
_0.0123
_ 26000000
Cable strain=Ct/(A*E) *L(in)
= additional strain from imposed
loading
Cable installation load (Ibs) _
200
Total Cable length (ft) =
36
Cable free span (inches) =
35
Calculate strain for a given displacement (one span)
Imposed Cable load giving displ. '
delta (in) strain (in)
Ct net (lb) Ct tot (Ibs)
Conc. Load (lb) t Uniform
Id (plf)
0.25 0.00357
2.6
202.6
5.8
4.0
i
_
_
0,375 0.00803
5.9
205.9
8.8
6.1
0.55 0.01728
12.8
212.8
13.4 t
9.2
0.75 _ 0.03213
23.7
223.7
19.2
13.1
1 0.05710
42.2
242.2
27.7
19.0
2 0.22783
168.3
368.3
84.2
57.7
2.5 0.35534
262.4
462.4
132.1
90.6
3.02 0.51734
382.1
582.1
200.9
137.8
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Page 52 of 60
(YJ
Feeney Design -Rail® — Horizontal Cablerail Infill
Cable induced forces on posts:
11/26/2014 le'l O 6,Q bj
� {
REACTION
9EACTION
Cable tension forces occur where cables either change direction at the post or are terminated at a
Post.
Top rail acts as a compression element to resist cable tension forces. The top rail infill piece
inserts tight between the posts so that the post reaction occurs by direct bearing.
For 400 Series top rail no infill is used. Top rail extrusion is attached to post with (6) #8 screws
in shear with total allowable shear load of 6*325# = 1,950#
Up to eight #8 screws may be used on a post if required to develop adequate shear transfer
between the post and the 400 series top rail.
e
Bottom rail when present will be in direct bearing to act as a compression element.
When no bottom rail is present the post anchorage shall be designed to accommodate a shear
load in line with the cables of 7*205#*1.25 = 1,7844
End post Cable loading
Cable tension - 200#/ Cable no in -fill load
w = 200# = 66.67#/in Mw = (39")2 • 66.67#/in = 12,676#"
3" 8
Typical post reactions for 200# installation tension
11 cables*200#/2 = 1100# to top and bottom rails
For loaded Case
- 3 Cables @ center 220.7# ea based on 6' o.c. posts, 35" cable clear span
post deflection will reduce tension of other cables.
A = [Pa2b2/(3L)+2Pa(3L2-4a2)/24]/EI =
A=[220.7*152*242/(3*39)+220.7*15(3*392-4*152)/24]/(10,100,000*0.863)=0.086"
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
- Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® - Horizontal Cablerail Infill
11/26/2014
Page 54 of 60
Cable tension reduction for deflection will go from 200 at end cables to 271-220.7 at center,
linear reduction = (200-50.3)/(39/2) = 7.7 pli m9T r;
M.. = 220.7# • 15"/2 +220.7#• 18" +(3*(200-7.7*3)) + (6*(200-7.7*6)) , (9*(200-7.7*9)) +12*(200-7.7* 12)+15*(200-7.7* 15)/2 ud '3 1 r
Mao � = 10,183#"
Typical post reactions for 200# installation tension with 50# infill load:
11 cables*200#/2+3*(221-200)/2 = 1132# to top and bottom rails.
Typical post reactions for 200# installation tension with 25 psf infill load:
11 cables*207.5#/2 = 1,141# to top and bottom rails.
For 200 # Conc load on middle cable tension
599.2# tension, post deflection will reduce tension of other cables
A = [Pa2b2/(3LEI) _ [599.2* 182212/(3*39* 10100000*0.863) = 0.084
Cable tension reduction for deflection will go from 200 at end cables to 52 at center
cables, linear reduction (200-52)/19.5" = 7.6 pli.
M2oo = 599.2#/2 • 18" +(3)•(200-7.6*3) +(6) (200-7.6*6) +(9j (200-7.6*9) + (12)
(200-7.6*12) +(15)(200-7.6*15) + (18)(200-7.6*18)/2 = 11,200#"
Post strength = 13,794"#
No reinforcement required.
Standard Cable anchorage okay.
Typical post reactions for 200# installation tension with 200# infill load on center cable:
11 cables*200#/2+(600#-200)/2 = 1,300# to top and bottom rails.
Typical post reactions for 200# tension with 200# infill load on top or bottom cable:
11 cables*200#/2+(600#-200)*33/36 = 1,467# to top and bottom rails.
Verify cable strength:
Fy = 110 ksi Minimum tension strength = 1,869# for 11/8" Ix19 cable
OT. = 0.85* 110 ksi* 0.0123=1,150#
Ts = eT. / 1.6=1,150# / 1.6 = 718#
Maximum cable pretension based on maximum service tension @ 200# cable load is
440#:
Conc. Load
Uniform ld
A (in)
strain (in)
Ct net (lb)
Ct tot (lbs)
(lb)
(plf)
0.19
0.00206
1.7
441.7
9.6
6.6
0.33
0.00622
5.1
445.1
16.8
11.5
2.437
0.33774
278.2
718.2
200.0
137.2
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® - Horizontal Cablerail Infill 11/26/2014
Page 55 of 60
tt
a
CABLE LENGTH/SPAN OPTIONS:!
�Y � C
For a maximum cable frees an of 42" Maximum post spacing of 44-3/8" on Irr rill
P i P P g r�
The Maximum allowable cable length is 36'.
Required minimum cable installation tension_ is 373#
Cable railing
Cable deflection calculations
Cable =1 /8" dia (area inA2) = 0.0123
Modulus of elasticity (E, psi) = 26000000
Cable strain=Ct/(A`E)'L(in) = additional strain from imposed
loading
Cable installation load (lbs) = 373
Total Cable length (it) = 36
Cable free span (inches) = 42
Calculate strain for a given displacement (one span)
Imposed Cable load giving displ.
delta (in) strain (in) Ct net (lb) Ct tot (lbs)
TConc. Load (lb) Uniform Id (plf)
0.25 0.00298 2.2 375.2
8.9
5.1
0.375 0.00670 4.9 377.9
13.5
7.7
0.55 0.01440 10.6 383.6
20.1
11.5
0.75 0.02678 19.8 392.8
28.1
16.0
1 0.04759 35.2 408.2
38.9
22.2
2 0.19005 140.4 513.4
97.8
55.9
2.5 0.29657 219.0 592.0
141.0
80.6
3.03 0.43493 321.2 694.2
200.3
114.5
End post Cable loading
Cable tension - 373#/ Cable no in -fill load
w = 373# = 124.3#/in Mw = (39")2 • 124.3#/in = 23,639#"
3" 8
END AND CORNER POSTS MUST BE REINFORCED.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design-Raila - Horizontal Cablerail Infill 11/26/2014 Page 56 of 60
For a maximum cable length of 601.
Maximum cable free span is 35" r`j 51
Required minimum cable installation tension is 349#. r . s- t 9
Intermediate tensioning_ device is required (turnbuckle or similar device).
Cable railing
Cable deflection calculations
Cable =1 /8" dia (area in^2) _ 0.0123
Modulus of elasticity (E, psi) = 26000000
Cable strain =Ct/ (A'E) `L(in) = additional strain from imposed loading
Cable installation load (lbs) _ 349
Total Cable length (it) _ 60
Cable free span (inches) _ 35 +
Calculate strain for a given displacement (one span) Imposed Cable load giving displ.
delta (in) strain (in) Ct net (lb) Ct tot (lbs) l Conc. Load (lb) Uniform Id (plf)
0.25 0.00357 1.6 350.6 - 10.0 6.9
0.375 0.00803 3.6 352.6 15.1 10.4
0.55 a-0.01728 7.7 356.7 22.4 15.4
0.75 0.03213 14.2 363.2 31.1 21.3
1 0.05710 25.3 374.3 42.8 29.3
2 0.22783 101.0 450.0 102.8 70.5
2.5 0.35534 157.5 506.5 144.7 99.2
3.03 0.52075 230.8 579.8 200.8 137.7
NOTE: WHEN CABLE LENGTH EXCEEDS 36' AN ADDITIONAL TENSIONING DEVICE
IS REQUIRED TO TAKE UP CABLE STRAIN AND ASSURE ADEQUATE CABLE
PRETENSION, WHEN LENGTH EXCEEDS 72' THREE DEVICES ARE REQUIRED.
End post Cable loading
Cable tension - 349#/ Cable no in -fill load
w = 349# = 116.3#/in Mw = (3911)2 • 116.3#/in = 22,118#"
3" 8
END AND CORNER POSTS MUST BE REINFORCED.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
'
Feeney Design-RailO - Horizontal Cablerail Infill
11/26/2014
Page 57 of 60
For a maximum cable pretension of 440#.
allowable cable length is 98.4'.
FlU,
PMaximum
dlt�;
"w�
Maximum cable free span is 35
y
Two intermediate tensioning devices are required (turnbuckle or similar
device).
Cable railing
Cable deflection calculations
Cable =1 / 8" dia (area inA2) = 0.0123
Modulus of elasticity (E, psi) = 26000000
Cable strain=Ct/(A'E)'L(in) = additional strain from imposed
loading
Cable installation load (Ibs) _ 440
Total Cable length (ft) _ 98.4
_ _
Cable free span (inches) = 35 '
Calculate strain for a given displacement (one span)
! Imposed Cable load giving displ.
delta (in) strain (in) Ct net (1b) Ct tot (Ibs)
Conc. Load (lb)
Uniform Id (plf)
0.25 0.00357 L0 441.0
12.6
8.6
0.375 0,00803 2.2 442.2
19.0
13.0
0.55 0.01728 4.7 444.7
28.0
19.2
0.75 - 0.03213 8.7 448.7
- 38.5
26.4
1 0.05710 15.4 455.4
52.0
35.7
2 0.22783 61.6 501.6
114.6
78.6
2.5 0.35534 96.0 536.0
153.1
105.0
3.02 0.51734 139.8 579.8
200.1
137.2
End post Cable loading
Cable tension - 440#/ Cable no in -fill load
w = 440# = 146.67#/in Mw = (39")2 • 146.67#/in = 27,885#"
3" 8
END AND CORNER POSTS MUST BE REINFORCED.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
t►i ON
Feeney Design -Rail® - Horizontal Cablerail Infill 11/26/2014 Page 58 of 60
For a maximum cable pretension of 440#. F"N
Maximum allowable cable length is 45.2'. `+
Maximum cable free span is 42"Wj
Intermediate tensioning device is required (turnbuckle or similar device).
Cable railing
Cable deflection calculations
Cable =1 / 8" di (area inA2) = 0.0123
Modulus of elasticity (E, psi) = 26000000
Cable strain=Ct/(A'E)'L(in) = additional strain from imposed loading
Cable installation load (lbs) = 440
Total Cable length (-it) = 45.2
Cable free span (inches) = 42
Calculate strain for a given displacement (one span) . Imposed Cable load giving displ.
delta (in) strain (in) Ct net (lb) Ct tot (lbs) ' Conc. Load (lb)Uniform Id (plf)
0.25 _ 0.00298 1.8 441.8 10.5 6.0
0.375 0,00670 3.9 443.9 15.9 9.1
0.55 0.01440 8.5 448.5 23.5 13.4
0.75 0.02678 15.8 _ 455.8 32.6 _ 18.6
1 _ 0.04759 28.0 468.0 44.6 25.5
2 0.19005 111.8 551.8 105.1 60.1
2.5 0.29657 174.5 614.5 i 146.3 83.6
3.03 0.43493 255.9 695.9 200.8 114.7
End post Cable loading
Cable tension - 440#/ Cable no in -fill load
w = 440# = 146.67#/in Mw = (39")2 • 146.67#/in = 27,885#"
3" 8
END AND CORNER POSTS MUST BE REINFORCED.
EDWARD C.'ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® - Horizontal Cablerail Infill 11/26/2014 Page 59 of 60
For a maximum post spacing of 60" on center with intermediate cable spreader.
Maximum allowable cable length is 144'. (1/8" cable may not exceed this length.)
Maximum cable free span is 27.625" (Posts @ 60" on center with center picket)
Required cable pretension is 354#
Three intermediate tensioning devices are required (turnbuckle or similar device).
Cable railing
Cable deflection calculations
Cable = 1/8" dia (area in^2) = 0.0123 Yam, }•,
Modulus of elasticity (E, psi) _ 26000000
Cable strain=Ct/(A'E)'L(in) = additional strain from imposed loading
'Cable installation load (Ibs) = 354
Total Cable length (ft) = _ 144
Cable free span (inches) _ _ 27.625
Calculate strain for a given displacement (one span) Imposed Cable load giving displ.
delta (in) strain (in) Ct net (lb) Ct tot (Ibs) Conc. Load (lb) Uniform Id (plf)
_ 0.25 0.00452 0.8 _ _ 354.8 12.8 11.2
0.375 0.01018 1.9 355.9 19.3 16.8
0.55 0.02189 4.0 358.0 28.5 _ 24.8
0.75 0.04069 7.5 361.5 39.3 _ 34.1
F 1 0.07230 13.4 367.4 53.2 46.2
2 0.28809 53.2 407.2 117.9 102.4
2.5 0.44884 82.9 436.9 158.1 137.4
2.95 0.62302 115.0 _ 469.0 200.3 174.1
End post Cable loading
Cable tension - 354#/ Cable no in -fill load
w = 354# = 118#/in Mw = (3911)2 • 118#/in = 22,435#"
3" 8
END AND CORNER POSTS MUST BE REINFORCED.
For 1/8" diameter cable:
Cable pretension, free span and total length under no circumstance shall exceed the following
limits.
MAXIMUM CABLE PRETENSION SHALL NOT EXCEED 440#.
MAXIMUM CABLE FREE SPAN MAY NOT EXCEED 42".
MAXIMUM CABLE LENGTH SHALL NOT EXCEED 144'.
Cable installation parameters are dependent on each other and must be balanced for the specific
installation as shown in the examples herein. When cable length increases the allowable free
span decreases. When cable free span increases the allowable cable length decreases.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
r61 , r
Feeney Design -Rail® — Horizontal Cablerail Infill
As from National Desi
11/26/2014
Table 11.2A Lag Screw Withdrawal Design Values (W)l
Page 60 of 60
(1 1 <- '4
Tabulated withdrawal design values (W) are in pounds per inch of thread penetration into side grain of main member.
Length of thread penetration in main member shall not include the length of the tapered tip (see Appendix L).
Specific
Gravity
Lag Screw Untbreaded Shank Diameter, D
G
1/4"
5/16"
3/8"
1 7/16"
1 1/2"
5/8"
3/4"
7/8"
1"
1-1/8"
1-1/4"
0.73
397
469
538
604
668
789
905
1016
1123
1226
1327
J
'rM
;.
yt. 6
•�.s
0.68
357
422
484
543
600
709
813
913
1009
1103
1193
-
0.58
281
332
381
428
473
559
641
7119
795
869
940
s11 1i tl -,�
i ` �
Y)r .u..-Z.�'.
•. �f3'�
tt
^ F. .
. d �� y"
Y1rSt_90
M
g
. F'
_ 6U E
� T. T!
��. _ .h
� Y '
0.51
232
274
314µ
353
390
461
528
593
656
716
775�
.2'(1�8$�
0.49
258
296
332
367
434
498
559
617
674
. 730
•4 uS
�{'.4
S'
i 2i�
�
�
"
0.46.
199
235
269 -
302
334
395
453
508
562
66113
664
-
0.43
179
212
243-
273
302
357
409
459
508
554
600
0.41
167
198
226
254
281
332
381
428
473
516
559 '
.K- .'
M .U-a
i ��1.._
`H�
T
.:'i
"R:. _
0.39
155
183
210
236
261
308
353
397
438
479
518
�-
0.37
143
169
194
218
241
285
326
.367
405
443
479
0.35
132
156
179
200
222
262
300
337
373
407
441
��-i"�"
"`'G(la
. �' 0.�'.
4§"'
.7�?t.
=''
der=�
t
s .-•;r'
''
'^T;
I. Tabulated withdrawal design values(W) for lag seaew connections shall be multiplied by all applicable edjus=cot factors (sec Table 10.3.1).
m
Ly3
"
asiYy��Z
C
j
b O
N
b-M
NIl
y
Iz .
92
N
0
t0
a CS
U'
a x0
0
4
0
Zn
Zi
Zo
Zy
Al
Zi
Zu
Za
Zo
Zi
Al
Z,
In.
In.
Ibs.
lbs.
lbs.
lbs.
lbs.
Ibs,
lbs.
lbs.
lbs.
lbs.
Ibs.
lbs.
0.075
114
170
130
160
120
150
110
150
110
150
100
140
100
(14 gage)
5116
220
160
200
140
190
130
190
130
190
130
180
120
318
220
160
200
140
200
130
190
130
190
120
180
120
0.105
1/4
180
140
170
130
160
120
160
120
160
110
150
110
(12 gage)
5116
230
170
210
150
200
140
200
140
190
130
190
130
318
230
160
210
140
200
140
200
130
200
130
190
120
0.120
114
190
150
180
130
170
120
170
120
160
120
160
110
(II gage)
5116
230
170
210
150
210
140
200
140
200
140
190
130
T8
240
170
220
150
210
140
210
140
1 200
130
1 200
130
0.134
114
200
150
180
140
180
130
170
130
170
120
160
120
(10 gage)
5116
240
180
220
160
210
150
210
140
200
1
140
200
1
130
318
240
170
220
150
220
140
210
140
210
140
200
130
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com