HomeMy WebLinkAboutPROJECT INFORMATIONILI
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 Pale } orOr,?)
aI;ANNED 26 Nov. 2014
Feeney, Inc 2603 Union Street BY
Oakland, CA 94607 St. Lucie County
SUBJ: FEENEY DESIGN -RAIL®
ALUMINUM RAILING WITH HORIZONTAL CABLERAIL INFILL
SERIES 100, 150, 200, 300, 350 AND 400 SYSTEMS
The Design -Rail® 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. ROMON, 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 gI Vjr612 bf 0=�
Contents: Page Contents: Page
Typical Installations 3 Series 1001150 Top Rail to Post 31
Load Cases 4 Intermediate Bottom Rail Post 31
Standard Post 5 Intermediate Post Fitting 1001150 32
45° Corner Post 6 Series 200 Top Rail 33
Connection to Base Plate 7 Series 300 Top Rail 34
Base Plate Design 5"x5"0/8" 7-8 Series 350 Top Rail 35
Base Plate Anchorage 8 Series 400 Top Rail 36
Offset Base Plate 8 Top Rail Vertical Load Sharing 37
Narrow Base Plate 3"x5" 9 Picket Infill Insert 38
6 Screw Post 10-11 Top Rail to Post Connection 39
6 Screw 45° Corber Post 12 Top Rail Splices 40
Base Plate Mounted to Wood 13 Intermediate Rail 41
Base Plate Mounted to Concrete 14 Mid Rail 42
Core Mounted Posts 15 Picket Bottom Rail 43
Fascia Bracket 16 —20 Pickets 44
Fascia Mounted Post 21 - 24 Post Rail Connection Block 45
Stanchion Mount 25 - 26 Wall Mount End Caps 46 - 47
Stanchion Welded to Base Plate 27 Grab Rail Bracket 48 - 49
Pool Fence/Wind Fence 28 Cable Infill 50 —59
Series 100 Top Rail 29 Cable Forces on Posts 53 - 54
Series 150 To Rail 30 Lag Screw Withdrawal From Wood 60
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EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narTows.com
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Feeney Design -Rail® — Horizontal Cablerail Infill 11126/2014 Paget 0$ 60rI w i
TYPICAL INSTALLATIONS:
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 6' on 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:
M, = 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 inz
% 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:
11/26/2014_age,4b60 F �1.��
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Exceeds 150 mph 3 second gust, Exposure D.
Therefore wind load will not limit cable infill installations.
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 — 2-3/8" Square
Post Strength
6005-T5 or 6061-T6
Post
-Area 0.995 inz
I,t = IYY = 0.863 in4
S = 0.726 in3
r = 0.923 in
J = 0.98 in
k 5 1 for all applications
Allowable bending stress ADM Table 2-22
Ftb = 19 ksi
Si = Ls SC = LB • 0.726 = 1.58 LB
0.5 [IYJ] 0.5 0.8* [63 •0.98]
for LB 5 146 = 92" — FCB = 21 ksi
158
for LB > 92" FCB= 2.39-0.24(1.58 LB)tn
Magi = 0.726 • 19ksi = 13,794 4"=1,1494ft
11126/2014
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
S.d — 0.6026 in3
Ftb = 21 ksi at reduced section
Mmd = 21ksi *0.6026 in3 = 12,655"#
For bending parallel to bolts:
S.� = 0.564 in3, Ar = 0.125* 1.875z = 0-.439 in2
Ftb = 21 ksi at reduced section
MId = 21ksi *0.564 in3 = 11,844"#
To allow for shear stress from bolt bearing on post limit moment so that:
M/11,844+[(Tbott/0A39)/l2000]2<1.0
For example if bolt tension = 2,000# the maximum allowable moment is:
Ma = 11.0-[(2000/0.439)/ 1200012}* 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
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Feeney Design -Rail® — Horizontal Cablerail Infill
45° Corner Post
6005-T5 or 6061T6
Post Section Properties
Area 1.355"
I,, = 1.120 in4
Iyy = 1.742 in4
S,;, = 0.812 in3
Syy = 0.900 in3
rxx = 0.975 in
ryy = 1.175 in
J = 1.146 in
k = 1 for all applications
Allowable bending stress ADM Table 2-22
Fib = 19 ksi
Si = Le SC = Ls • 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 Ls > 92" FCB= 2.39-0.24(1.58 LB)uz
Mau = 0.812 • 19ks'=15,428 y"=1,2860ft
Connection to base plate
Post uses standard base plate
N
4
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
Feeney Design -Rail® - Horizontal Cablerail Infill
11/26/2014
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CONNECTION TO BASE PLATE
Failure modes - screw tension
- screw shear
- screw withdrawal
For screw withdrawal see ADM 5.4
W=2.3•e•d•n•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.
Fv = 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 n
0.0483 =- major root area, 0.0376 = minor root area
V = 0.0483* 45ksi=2,174#
Ftu = 0.0376 • 150 ksi = 5640ff
Safety factors for screws calculated from SEVASCE 8-02 Section 5 LRFD factors
For yielding SF = 1.6/0.75 = 2.13 -> 5,3144/2.13 = 2,49517
For fracture SF = 1.6/0.65 = 2.46 -> 564012.46 = 2,293a
Shear strength
For fracture SF = 1.6/(0.9*0.75) = 2.37 — 5,640/2.37=2,380y
BASE PLATE DESIGN
Base plate bending stress
Ft = 24 ksi — Smin = 5" • 3/82 = 0.117 in3
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
Base plate allowable moment
Mail = 24 ksi • 0.117 in3 = 2,812 "
— Base plate bending stress
TB=C _
M = 0.8125" • TB • 2
Tall = 2,812 = 1,73011
2 • 0.8125
Maximum post moment for base plate strength
Man = 2 • 1,730 •4.375" = 15,1424"
Limiting factor = screws to post
Mmt = 2 • 5,3144 • 2.28" = 24,2321"
Mall = 2 • 2,293# • 2.28" = 10,456#
For factors of safety refer to Aluminum Design
Manual Section 5.3.2.1
and SEVASCE 8-02 section 5
11/26/2014 , Pa
2 3/8" SQ. AL TUBE
LOCK NUT
BUTTON WASHER
SxSx3/8 BASE
PLATE
BASE PLATE SCREW
3/8 BOLT
BASE PLATE ANCHORAGE
3/8" mounting hardware depends on substrate, select appropriate fasteners for the
substrate to provide the required strength.
TDea= 10,456 = 1,195#
2 • 4.375"
adjustment for concrete bearing pressure:
a = 2* 1,195/(2*3000psi*4.75") = 0.087"
T'Dn= 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"#/42" = 250#
For 50 plf live load maximum post spacing is:
Smax = 2504/50 plf = 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
R
11/26/2014 t! [Page 94 of60J
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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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 themuts 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 elrobisonOnarrows.com
Feeney Design -Rail® - Horizontal Cablerail Infill
SIX SCREW POST - 2-3/8" Square
Post Strength
6005-T5 or 6061-T6
Post
-Area 1.1482" 0.10000
I.x = 0.9971 in4
Iyy = 0.8890 in4 0.2130•
S.x = 0.8388 in3
Syy = 0.7482 in3
rzz = 0.9319 in
ryy = 0.8799 in
J = 0.986 in
k s 1 for all applications
Allowable bending stress ADM Table 2-22
Ftb =19 ksi
Si = LB Sc = Le • 0.726 = 1.551 LB
o.5T[ i—yji 0.5* [0.889.0.986]
for LB s 146 = 94.1" -> Fcu = 21 ksi
1.551
for LB > 94.1" FcB= 2.39-0.24(1.551LB)112
Strong axis bending (typically perpendicular to rail)
Mau = 0.8388 • 19ksi = 15,937 "" = 1,328.1'#
Weak axis bending (typically parallel to rail)
Mall = 0.7482 • 19ks' = 14,216 0" = 1,184.65'#
°
11/26/2014 ; ageu-
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1.9500"
0.9750" —
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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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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:
Ta = 2,293# per screw
Va = 917# per screw
Vdes = 6*917 = 5,502#
limiting shear load on post so that screw shear stress
doesn't reduce the allowable tension:
Voz=0.2*5,502#= 1,100#
11/26/2014 �" t Fla' of���'
Base plate thickness and strength same as for standard post.
Allowable moment on the posts based on screw tension strength:
Strong axis bending -
Mban = 3 screws*2,293#*2.38"=16,372"#> 15,937"#
6 screw connection will develop the full post strength.
Weak axis bending -
Mbase = 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=15,93TV=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@natrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
Six Screw 45' Post
6005-T5 or6061-T6
Post Section Properties
Area 1.338"
I, = 1.2940 in4
Iyy = 1.7507 in4
Sxx = 0.8755 in3
Syy = 0.9047 in3
rxx = 0.9834 in
ryy = 1.1438 in
J = 1.148 in
k = 1 for all applications
Allowable bending stress ADM Table
2-22
Fat, = 19 ksi
Si = LB Sc = Ls • 0.9047 = 1.48 Ls
0.5 ✓(IyJ) 0.5 ✓(1.294 • 1.148)
for LB s 146 = 98.35" — FCB = 21 ksi
1.48
for LB > 92" FCB= 2.39-0.24(1.48 LB)1/2
For bending that is typically perpendicular to the rail:
Man = 0.8755 • 19's! = 16,635 0" = 1,386.2ffft
11/26/2014 Y, Pgge 12 0 �60
Connection to base plate uses custom base plate with special screw pattern:
Screw strength same as previously calculated.
For outward force-
Mbm = 2 screws*2,293#*2.718"+1*2.333*(2.333/2.718)*2,293 = 17,057"#> 16,635"#
For inward force:
Mb== 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. ROMSON, 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 Pagea,13
BASE PLATE MOUNTED TO WOOD — SINGLE FAMILY
36" GUARDS
For 200# top load and 36" post height:
Two = 7,200 = 823#
2*4.375"
Adjustment for wood bearing:
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)1= 872#
M = 200#*36" = 7,200"#
FINISHED FLI
Required embed depth:
(G Z 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"
-aV .4' SS LAG SCREWS.
4 ® EACH POST LOCATION
2x FASCIA BOARDI
RIM JOIST
(2) 2R6 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 4.511 MINIMUM THICKNESS.
42" HIGH GUARDS
For 2009 top load and 42" post height: M = 200#*42" = 8,400"#
T200 = 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= 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 = 4A5"
FOR 42" HIGH WEATHER EXPOSED INSTALLATIONS USE 6" LAG SCREWS AND
INCREASE BLOCKING TO 5.5" 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
►C1
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Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 ? Page 14 `ofi60 .)
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BASE PLATE MOUNTED TO CONCRETE - Expansion Bolt Alternative:
Base plate mounted to concrete with 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:
Fc z 3,000 psi
edge distance =2.25" spacing = 3.75"
h = 3.0": embed depth
For concrete breakout strength:
NO = [ANcg/ANco1gped,N(pc,Ntpcp,NNb
ANcg= (1.5*3*2+3.75)*(1.5*3+2.25) = 86.06 in2 2 anchors
ANco= 9*32 = 81 inz
Ca,cmin = 1.5" (ESR-2427 Table 3)
Cac = 5.25" (ESR-2427 Table 3)
Q7ed,N = 1.0
cpc,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*3.01.5 = 6,830#
Ncb = 86.06/81 * 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 = AvJAvco(iped,V(Pc,V(R VVb
Avc = (1.5*3*2+3.75)*(2.25*1.5) = 43.03
Aveo= 4.5(ca1)2 = 4.5(3)2 = 40.5
(pcd,v= 1.0 (affected by only one edge)
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FNT •lpeD
6I.SEA/.lE 4.P Yt�.MER
PMT ro6S1060
(pc,v= 1.4 uncracked concrete
c)h,v= ✓(1.5cai/ha) = ✓(1.5*3/3) =1.225
Vb= [7(le/da)o-2✓da1%Vf'e(Ca1)I5 =[7(1.625/0.375)0•2✓0.375]1.0✓3000(3.0)15=1,636#
Vcb = 43.03/40.5*1.0*1 A*1.225*1,636# = 2,981#
Steel shear strength = 1,830#*2 = 3,660
Allowable shear strength
f3VN/1.6 = 0.70*2,981#/1.6 = 1,304#
Shear load = 250/1,304 = 0.19 s 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
Hilti 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
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Feeney Design -Rail® — Horizontal Cablerail Infill
11/26/2014 Pdge+15•of 60, -�
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 2-3/8" SQ POST
existing concrete (6005—T5 A I 0
BLOCKOUT OR
Max load — 6' •50 plf = 300# CORED HOLE
M = 300#•42" = 12,600"#
Check grout reactions I T
From EMPL = 0
Pu = 12,600"# + 300# • 3.33" = 5,093#
2.67"
famax = 5093#•2 • 1/0.85 = 2,523 psi post to grout
2"•2.375"
fsconc = 2523 • 2"/4" = 1,262 psi grout to concrete
Minimum required grout strength:
f'c =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.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
EXISTING CONCRETE
10.000 PSI
NON —SHRINK GROUT
foi
Feeney Design -Rail® — Horizontal Cablerail Infill
FASCIA BRACKET
All strer---
ADM Table 2-:
Ft = 15 ksi, uni
Ft = 20 ksi, flat
Fa = 31 ksi
Fc = 20 ksi, fla
Section Properl
Area: 2.78 sq i
Perim: 28.99 in
I.: 3.913 in4
Iyy: 5.453 in^
C.: 1.975 in/I.
Cyy: 2.954 in
5::: 1.981 in3 fi
S,,: 2.892 in3
Syy: 1.846 in3
ti
0
. t r
11l26/2014 Page 1:6joff-01
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
Allowable moment on bracket:
Ma = Ft*S
Max = 15 ksi* 1.981 in3 = 29,175"#
Mayy = 15 ksi* 1.846 in3 = 27,690"# -
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
Mat = 0.0278 in3*20 ksi = 557"#
Allowable bolt tension
T = Mat/0.375 = 1,485#
3/8" bolt standard washer
For Heavy washer
T=Maf/0.1875= 2,971#
a� w1
I1/26/2014 JZage 1f7 6f,60:-i j
- Outward moment
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a
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
Tbot = [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:
1e = 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
s
U .4 375'
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
Fascia Brackets- Single Family Residence installations to wood deck:
1;
R_, 1•.1
Page 18 of 60
.-PAWA M0JNT BRACKET'..
- — (4x) -14 x P MFX FEAD
PART n//RIEs
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PART 07011
. VINYL CAP, PART 4'1003-:6
--- (4x) 3/L'm 11 3-V2' LAO 9CRFA.
W45MER• FART c70155
PART •1211
(IYFICAL 4 EA. PER EKT)
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10000'
(2v) -12 x 3/4" Zr FLAT HEAD
51-REK FART -T213
V Q LLE 2%L' Cm LARGER RIM j6i$TS -- • -.
Typical Installation — Post load = 200# at 3611 AFF — Top hole is 3" below finish floor
T p = [200#*(36"+ 9")/6"]/2 bolts = 750# tension
Tb"t = [200#(36"+3")/6"]/2 bolts = 650# tension
For protected installations the minimum embedment is:
L = 750#/323#/in = 2.32" : +7/32" for tip = 2.54"
For weather exposed installations the minimum embedment is:
4 = 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
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
6 BOLT ALTERNATIVE:
5" bracket length
Anchor tension may be calculated from EM
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
Tap = [250#*(42"+ 7")]/11.22 = 1,092#
tension
it 'i agelo of'60' '
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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:
le =1,092#/243#/in = 4.49" : +7/32" for tip = 4.71"
For residential installations:
36" ht: Tb"t = [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: Tb« = [200#(42"+7")]/11.22 = 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
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
_J
0.!375•
Feeney Design -Rail® — Horizontal Cablerail Infill
Corner Conditions Fascia Brackets:
FTJ a,
11/26/2014 l Page(.of 60,. r
Single Outside Comer
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.
R ddi
Single Inside Comer
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 comer 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
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.
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 11?age:21 of 60.E
YJ.
FASCIA MOUNTED POST
Commercial application — Load = 200# or 50 plf any direction on top rail
FOR CONCRETE
MOUNTING
FOR WOOD
MOUNTING
2-3/8" SQ POST
(6005—T& ALLOY)
For 42" rail height and 4' on center post spacing:
P = 200# or 50plf*4 = 200#
Mdeex = 42"*200p1f = 8,400"#
Load from infill lites:
CAP WASHER, OPTIONAL
3/8' X 6" SS LAG BOLT
OR 3/8' ss WEDGE ANCHOR
(MIN 3 1/2" EMBED)
COLOR MATCHED
VINYL CAP, OPTIONAL
COLOR MATCHED
VINYL CAP
HFx NUT
CAP WASHER
Live = 25 psf
Mae& = 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 = WCDC111= total withdrawal load in lbs per lag
W'= WCDC,,,=305#/"* 1.33* 1.0 = 405#/in
Lag screw design strength — 3/8" x 5" lag, lm = 5"-2.375"-7/32" = 2.4"
Tb = 405*2.4" = 972#
Zu = 220# per lag, (horizontal load) NDS Table I 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
Z'1; = 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 EM about end
M = (8.5"*T+1.5"*1.5/8.5*T) = 8.76"T
Allowable post moment
Ma=972#*8.76" = 8,515"#
For 3/8" lag screw okay for 36" rail height
11/26/2014 ,Pagej22;gf 60,
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 0
Pb = 3.8 in2*1.19*405*1.33 = 2,436#
Ma = 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
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, Ta = 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 (�� i� k r�23of;60
n l; �\
:
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 = 6AT
T = Mg/6.4
For 36" residential guard:
T = (36"+7")*200#/6A = 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 = 1,531#
Exceeds 3/8" lag screw capacity Requires use of thru-bolts/carriage bolts.
Moment capacity of carriage bolts: Ta = 2,200#
Ma = 2,200#*6.4" = 14,080"# - develops full post strength.
To 8x wood fascia
For (4) 3/8" lag screw pattern
Lag screws at 1" and 1.75" from top and bottom:
ZM = 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:
le = 887#/243#/in = 3.65" : +7/32" for tip = 3.87"
For (2) 3/8" carriage bolt alternative:
Moment capacity of carnage 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
Feeney Design -Rail® — Horizontal Cablerail Infill
1�'A µl
11/26/2014 P,age,24of:60i, j
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:
Vc z 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 inz 2 anchors
ANco= 9*32 = 81 inz
Ca,cmin = 1.5" (ESR-2427 Table 3)
C,c = 5.25" (ESR-2427 Table 3)
(ped,N = 1.0
c)c,N = (use 1.0 in calculations with k = 24)
tpcp,N= 0.7+0.3*[2.5/(1.5*3)] = 0.87
Nb = 24* 1.0* ✓3000*3.01S = 6,830#
NO = 69.5/81*1.0*1.0*0.87*6,830 = 5,098 5 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.
M3-81 x 2 NwGe
ANCHORS
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
STANCHION MOUNT
2"xl-1/2"x 1/8" 304 1/4 Hard Stainless steel tube
Stanchion Strength
Fyc = 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 < X,
ki = 1.IIV(FydEo) = 1.1/,✓(50/28*103) = 26
Mn = 0.543 in3* 1.25*30 ksi = 20,363#"
Ms = 9Mn/1.6 = 0.9*20,363/1.6=11,454#"
Equivalent post top load
42" post height
V = 11,454"#/42" = 273#
P.a e.25ti'6g cl
11/26/2014 '� � °� �g 1 ., 'of
z
m
t CORE POCKET FILL
z WITH BONSAL
ANCHOR CEMENT,
o NON -SHRINK.
i NONMETALLIC
GROUT
Post may be attached to stanchion with screws or by
grouting.
Grout bond strength to stanchion:
Asurrace �/Vc = 7"*4"*-✓8,000 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.
Bearing strength on grout:
From I 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
fnmm = 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"
P. = 11,454+273*4 = 4,705#
2/3*4
famm = 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 gage,26
HSS 2"xl-1/2"x 1/8" powder coated A500 steel tube stanchion:
Stanchion Strength
Fy = 46 ksi
Zyy = 0.475 in3
Mn = 0.475 in3 *46 ksi = 21,850#"
Ms = OMn/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
Fib = 21 ksi From ADM Table 2-22
Syy = 0.719 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:
F�bw = 9 ksi
Syy = 0.719 in3
M, = 0.719 in3 *9 ksi = 6,471#"
Equivalent post top load
42" post height
V = 6,471"#/42" = 154#
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
253-858-0855/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 iJ` 1?a' ge
,27'bfiii6b f
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:
On = ¢tLFua, Use Z for tL
Z = 1.195 in3
Pn = 0.55*0362*80 ksi
Pn 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
M = 0.84375" • TB • 2
Tail = 4.387 = 2,6004
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 11/26/2014 a Page,28�of 60
POOL FENCE OPTION
Only glass, vertical cable or vertical pickets may be used for pool fences. Horizontal cable may
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".
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:
Ha = ✓(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:
A0P =[200*422/(6*10,100,000psi*0.9971in4)]*(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
_ r
V q
t +I j
11/26/2014 NgB_29 of 0° i :�'� 1
•:U b7 y
SERIES 100 TOP RAIL
Butts into post
Alloy 6063 — T6 Aluminum
Allowable Stress: ADM Table 2-24 Area: 0.664908 sq it
Perim: 20.97080 in
FT = 15 ksi xC: 7.310000 in
yC: 5.243178 in
I= 0.339592 inA4
FC 6 span lyy. 0.295081 inA4
Kxx: 0.714658 in
2 Lb SC = 2.72" • 0.246 Kyy 0.666177 in
(IyJ)1/2 (0.295*1.53)1/2 C= 1.383137 in
= 52.7<130 therefore Cyy-1.000000 in
Sxx: 0.245523 inA3
Fc = 15 ksi Syy: 0.295081 inA3
Allowable Moments +
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"
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 elrobison00narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
SERIES 150 TOP RAIL
A = 0.676 in2
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 = 0.3/0.065 = 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 -1
11/26/2014 Page 30 of 60
Horiz: 0.2263in3.18 ksi=4,073"# = 339A5'#
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"
2.000
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 t k lti'`, °'• d Page 31' of 6
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#
POSI
2 3/a• SQ
STANDARD
The connection block can be cut
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
Vtot = 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
ING
'AT
KE
Feeney Design -Rail® — Horizontal Cablerail Infill
11/26/2014 Page 32 of 60
INTERMEDIATE POST FITTING — SERIES 1001150
Used for intermediate posts along stairways
Fitting locks into top of post with 48 Tek SERIES 100 TOP RAIL
screws: (LEVEL AREAS ONLY)
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 inz
Bearing pressure = 300#/.408 = 736 psi
#8TEKSCREW
(TYP)
INTERMEDIATE
POST
ADAPTER
Moment of fitting to post: 2 318• SQUARE __/
This is an intermediate post with STANDARD POST
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" = 55IC
SERIES 1,10 TOP RAIL
/ 1)
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
#8 TEK SCREW
(TYP)
INTERMEDIATE
POST
ADAPTER
Feeney Design -Rail® — Horizontal Cablerail Infill
�Ir+I 11 r
11/26/2014 Pake; 33W,60 "�Z:' 3 i
SERIES 200 TOP RAIL
Area: 0.887 sq in
I, ,: 0.254 in4
Iyy: 1.529 in4
r.: 0.536 in
ryy: 1.313 in
CX:: 1.194 in
Cyy: 1.750 in
SM: 0.213 in3 bottom
Ssx: 0.457 in3 top
Syy: 0.874 in3
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" z) = 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
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
6063-T6 Aluminum
Allowable stresses from ADM Table 2-24
11/26/2014 (aget34iof,66 .�
Fcb —> L/ry = (72-2 3/8" — 2.1")= 59.1
1.142
Based on 72" max post spacing
FCb = 23.9 — 0.124(59.1) =16.57 ksi
Man hui= = 16.57ksi • (0.766) = 12,694"k
Vertical loads shared with bottom rail
For vertical load — bottom in tension top comp.
Fb = 19 ksi
Man vcrt = (0.377in4) • 19 ksi = 7.163".'
Allowable loads
Horizontal --> uniform —> W= 12,694 • 8 = 19.6 Win = 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
Feeney Design -Rail® — Horizontal Cablerail Infill
SERIES 350 TOP RAIL
Area: 0.887 in2
I, : 0.243 in4
Iyy: 1.463 in4
r:x: 0.522 in
ryy: 1.281 in
Cxa: 1.157 in
Cyy: 1.750 in
S..: 0.210 in3 bottom
S..: 0.288 in3 top
Syy: 0.836 in3
11/26/2014df 8b;.
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
Mal[ horfz = 15.85ksi • (0.836) = 13,249"1
Vertical loads shared with bottom rail
For vertical load — bottom in tension top comp.
Fbe = 18 ksi and Fbe = 15.85 ksi
For top rail acting alone
Man vert = (0.210in3) • 18 ksi = 3,780"4 Controls
=(0.288in4)* 15.85ksi = 4,565"*
3 112"
Allowable loads For 6' post spacing:
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
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: 0.1971n3
Wood — varies Gz 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
� 1 v tv
11/26/2014 t''P1 e36-of 60j `� ;, ii
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"
1/16"
3/4"_
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, CP = 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
TOP RAIL VERTICAL LOAD — LOAD SHARING
For spans requiring load sharing with bottom rail.
11/26/2014 spa 637i of 6b
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:
Sx,; = 0.108 in3 (From picket bottom rail calculations page 36)
Fbt = 20 ksi From ADM Table 2-24
Fbc = 20ksi
Me, = 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:
I,: = Ixx aluminum + I. wood*(Ew/E,) = 0.0138in4+ 0.984in4/9.18 = 0.121 in^
for bottom rail Ixx = 0.125 in4
Load share to top rail = 0.121/(0.121+0.125) = 0.492
For 200# concentrated load:
Pt,p = 0.492*200 = 98.4#
Pb"t = 200 -98.4# = 101.6#
For 50plf load
Ut,p = 0.492*50 = 24.6 plf
Ub"t = 50 —24.6# = 25.4 plf
For 72" span:
Mt.p = 98.4#*72/4 = 1,771.2"# < 2,405"# (see series 400 top rail page 32)
or
Mt,P = 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
Mb"t = 101.6#*67.625/4 = 1,717.7"# < 2,160"#
Mb"t = 25.4#*(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
Inr &--, /s r'S1afj
1. 1!,C
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 (Page, 38_Qfi60V ir, , j
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 2.50000
Iyy = 0.144 in4 In = 0.0013in4
Syy = 0.115 in3 S.x = 0.0057 in4
0 86750 0.86750
Insert compression locks into top rail
Horizontal forces transferred between insert and top
rail by direct bearing on locking tabs.
Bearing area = 1/8" width
Allowable bearing load will be controlled by spreading of top
rail
Check significance of circumferential stress:
R/t = 3"/0.09375 = 32 > 5 therefore can assume plane
�~
bending and error will be minimal
M = 2.08"*W
Man = S*FbLL�
Fb = 20 ksi for flat element bending in own plane,
ADM Table 2-24
S = 12"/ft*(0.094)2/6 = 0.0177 in3
INFILL LOAD_
Wan = Ma02.08" = (S* Fb)/2.08" = (0.0177 in3*20
RESTRAINED
ksi)/2.08" = 170 plf
AT POSTS
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 * 10.1x 106*.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
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 etrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
. � \ E
I
11/26/2014 p'dgiSB f 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 Fup.atx 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 Fa.iix 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
Val] = Abea ing*FB
Ab=iag = 0.09"*2.25" = 0.20251n2
FB = 21 ksi
Val] = 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 = 0.00007 in3
Ma = 28 ksi*0.00007 = 196"#
Pa = Ma/1= 196"#/1.158" = 169#
Uplift limited by bracket strength:
Upall = 2* 169 = 338# per bracket
TOP RAIL (VARIES)
098 THICK
6061 ALUMINUM
SPLICE PLATE
8 8 0
Q TOP RAIL INFILL
48 TEK SCREW
(TYP)
2 3/8' SQUARE
STANDARD POST
vice P,,.re
PN2! RA!
•® •� eorrcr+ VIEW
sc.+e I.rs
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
LHB
Feeney Design -Rail® — Horizontal Cablerail Infill
RAIL SPLICES:
rpn
11/26/2014 a e{_40 of 60"sj� 'j
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 F a 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 F ,ptatex dia screw x plate thickness x SF
V= 38 ksi-0.1379"' 0.098" • 1 = 171#/screw;
3 (FS)
for two screws = 342#
Post to 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 platethicknessx SF
V= 2'38 ksi '0.1379" ' 0.098" , 1 = 326#/screw;
3 (FS)
for two screws = 652#
BUTT SPLICE
STANDARD SPLICE PLATE
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 = 0.6125in3
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
Izx = 0.123 in4
Iyy = 0.177 in4
S.. = 0.115 in3
Syy = 0.209 in3
r. = 0.579 in
ryy = 0.695 in
11/26/2014 gageJ41;of60,
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
Mau vent = 18ksi • (0.115) = 2,070" 0
For horizontal loads:
Ft = 15 ksi For vertical loads
Feb — 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
Man horiz = 13ksi • (0.209) = 2,717" 4
For intermediate rail acting alone
Allowable loads
Horizontal — uniform —> Wu= 2,717.8 = 4A4 An = WH = 53 Of
702
filfiT
PH = 4 •2,717 = 155 # Not used for top rail 50# cone load appl.
70
Vertical —> W = 2070 • 8 = 3.38 Win = 40.6 plf (Top rail alone)
702
P = 2070 • 4 =118# Not used for top rail 50# cone load appl.
70
Maximum wind load for 3'6" lite height, 1'9" tributary width
Wmax = 53/1.75 = 30.3 plf
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 -
t
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 11/0.07 = 15.7 < 23
Therefore Fr, = 15 ksi
Strength of infill piece:
I,,: 0.00078in4
Iyy: 0.0366 in4
Sxs: 0.00386 in3
Syy: 0.0479 in3
Fc, = 15 ksi
II��19 !F
11/26/2014 P'age;421of�60`c:j
11
When inserted into intermediate rail or bottom rail determine the effective strength
ratio of load carried by infill:
In. infill/ Iyy rail = 0.0366/0.172 = 0.213
Syy infill s 0.213*0.204 = .0434 < 0.0479
Allowable Moments 4 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
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
11/26/2014
Ft = 15 ksi
Allowable Moments 4 Horiz: 0.227in3.12.95 ksi=2,939"#
Maximum allowable load for 72" o.c. post spacing
W = 2,939"#*8/(67.625" z) = 5.14 pli = 62.7 plf
P = 2,939"#*4/67.625" = 173.8#
For vertical load:
Allowable Moments -► Mxx= 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 Fspos,x 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
Area: 0.446 sq in
Perim: 9.940 in
Ixx: 0.125 in44
lyy: 0.193 InA4
Kxx: 0.529 in
Kyy: 0.658 In
Cxx: 1.151 In
Cyy: 0.852 In
Sxx: 0.108 in^3
Syy: 0.227 InA3
i
i
i
PICKET
BOTTOM
RAIL
TEK
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
PICKETS 3/4" SQUARE
Used for mid span cable spreader bar.
Loading 425 psf 44 1/2" O.0 -/ 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
fb = 127 lb -in = 2538 psi
0.05in3
For 50 lb conc load -/ 1 SF - min 2 pickets
M= 50/2.36"= 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
11/26/2014 s Page544 of 60 `J
Area: 0.288 sq In
Perim: 6.03 in
Ixx: 0.0196 1nA4
Iyy: 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)'/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 Postx dia screw x tr�ii x SF ADM Eq 5.4.3-2
V= 38 ksi -0.19" - 0X' - 1 = 240#
3 (FS)
3/4
LSVLJ r\-
PICKET
Lap into top and bottom rail —1/8" into bottom rail and 1/8" into 1.076
top rail.
0
iV
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 inz
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)
Fup.tx dia screw x Post thickness x SF
Eq 5A.3-2
V= 38 ksi -0.19" • 0.1" - 1 = 240#/screw for
3 (FS)
standard post.
..�
11/26/2014 age lgof 60
Since minimum of 2 screws used for each, Allowable load
= 2, 240# = 480#
For attachment to wood posts: Use Four #10 x2.5" screws
Zu = 139# per screw (NDS Table I IM, G >t 0.43)
Va = 4* 139# = 556#
Standard RCB
RCB
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
REW
Feeney Design -Rail® — Horizontal Cablerail Infill
15'1: �1 [II1I`iN II DWIXO IZ
End cap is fastened to the top rail with
2) #10xl" 55 PHP SMS Screws
Art
11/26/2014 agrY46 of, 0 "
Wall Mounted
End Cap
rsr 200Rees
Top Rail
2x Fapestx dia screw x Cap thickness x SF — —
Eq 5.4.3-2
V= 2*38 ksi -0.19" - 0.15" - 1
3 (FS)
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 11 M
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 Capsolty for Screws Connecting Steel to Steel (lbs.)
Steel
It. -14 Screw
#12.14 Screw
810-16 Screw
Wit) Screw'
06 Screw'
Thickness -
Thinnest
Shear
Pullout
Shear
Pullout
Shear
Pullout
Shear
Pullout
Shear
Pullout
Component
0.1017'
1000
320
890
280
760
245
675
210
560
175
0.0713"
690
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
1So
60
Notes:
1. Design values are based on CCFSS Technical Bulletin Vol. 2, No.1 which outlines the proposed AISI Specification provisions for
screw eonnectlons. For shear connections Iheoold-formed steel section should be evaluated lortenslon.
2. Based on Fy- 33ks1. Fu . 45ksl minimum. Adjust values for other steel strengths. -
3.' = Refer to Table 1 for limits on recommended total steel thickness of connected parts.
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
Wall Mounted End Caps continued
For connection to masonry or concrete use two 3/16 screw -in (Tapcon) anchor
Page 3 of 3
TABLE 3—ALLOWABLE TENSION AND SHEAR VALUES FOR TAPPER SCREW ANCHORS
INSTALLED IN NORMAL -WEIGHT CONCRETE'S
Page 47 of 60
ER-5878
SCREW
ANCHOR
DIAMETER
Unch)
SCREWANCHOR
MATERIALAND
COATING
(AS APPLICABLE)
NNIMUM
EMBEDMENT
Snchesl
ALLOWABLE TENSION pounds)
ALLOWABLE
SHEAR'
(pounds)
With Special inspection'
Without Special Inspection°
Concrete Strength, T,(ps0
, Concrete Strength, P,(ps0
2000
3000
4000
2000
3000
00
31s
Carbon steel,
PennaSeal
coated
1
90
90
90
45
45
;45
175
1'!
180
215
25590
110
30
230
1'/.
295
1 335
375
1 150
1 170
1 190
235
300 and 350 Series end caps use same fasteners and have identical strengths
Wall Mounted
End Cap
,— 300 Series
Top Rail
Wall Mounted
End Cap
— 350Series
Top Rail
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:
Fr = 20 ksi, Fc = 20 ksi
From ADM Table 2-24
Sv = 1.875"*O.252/6 = 0.0195 in3
Mvau = 0.0195 in3*20 ksi = 390"#
Determine allowable loads:
For vertical load:
Pau = 390"#/1.8" = 217#
Sal! = 217#/5Oplf = 4'4"
Vertical loading will control bracket strength.
11/26/2014 1 �Page ,48'Of'610
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 — FtuDt/3 = 30ksi*0.164"*0.125"/2.34*2 screws = 525# (ADM 5.4.3)
Tension — 1.2DtFty/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
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 E forces — no shear force in anchor
occurs from horizontal load
Vertical force = 200#+17# (DL):
Determine tension from EM about C
0= P*2.5" — T* 1.25"
T = 217#*2.5"/1.25" = 434#
From E forces — Z = P = 217#
CONNECTION TO STANDARD POST (0.1"
WALL)
For 200# bracket load:
11/26/2014 9� Pdge 49 of269)1(? ) L
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 — Fn,Dt/2.34 (ADM 5.4.3)
38ksi*0.3125"*0.1 "/2.34= 507#
Tension — Pullout ADM 5.4.2.1
Pt = 0.58As.Fm(Q]/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/P,)2 + (V/Z,)2 5 1
(434/642)2 + (217/508)2 --0639 s 1
Or
(434/642) + (217/508) =1.10 s 1.2
Or
600 s 642# therefore okay
.285"
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
r,I "" 1YGEitiy��aq
11/26/2014 k Page 50 of %60
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err
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`ITT— DECK � FITTING
FITTING DSEURFACEOO 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 anchored /A Cable anchored
i Y
I
Cable Strain = E= Cca L
A•E
Cc = Ce + Cta
Cc; = installation tension
Cca = EEA = Cable tension increase from loading
L
From cable theory
Ct=l—
4A
for concentrated load
To calculate allowable load for a given deflection:
Calculate E _ [[(1/2)2 + Az]liz •2 —n
Then calculate Cca = EAE
L
Then calculate Cc = Ce + Cca
Then calculate load to give the assumed A for concentrated load
P = CAA
l
EDWARD C. ROBISON, PE
10012 Creviston Or NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
q,• � � 1 19 p`rj�
11/26/2014 Page 51 of 60
For uniform load — idealize deflection as triangular applying cable theory
Ct=W12
8A
Solving for W = Ct 8 A
lz
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
o
50 lbs Conc. load over 1 sf
Application to cables
-Uniform load = 25 psf •3" = 6.25 plf
12"
-Concentrated load 1 sf w
rt
3 cables minimum < 50#
50/3 = 16.7 lbs on 4" sphere o
(V
Produces 8.63 lb upward and downward on 4" BALL LOAD =
adjacent cables.
Deflection — since cables are 3" O.C. and
maximum opening width = 4"
for 1/8" cable Aaii = 4" — (3- 1/8) =1 1/8"
for 3/16" cable Aatt = 4" — (3- 3/16) = 1 3/16"
Cable Strain:
6=WE and AL=Ls
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"
Px = 8.33#
Py = -8.63#
4° Diam
50 =16.7#
12/4
Px = 16.7/2 = 8.33#
Py = tan46'8.38 = 8.63#
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 �iiPaFpOge 5t of 6 0 ,1t1� 1� 'v LN
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) =
150
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 (lbs)
Conc. Load (lb)
Uniform Id (plf)
0.25 0.00357
2.6 152.6
4.4
3.0
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 0.03710
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
3.13 0.55542
410.2 560.2
200.4
137.4
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) =
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 (lbs) Conc. Load (lb) Uniform Id (plf)
0.25
0.00357
2.6
202.6
5.8
4.0
0.375
0.00803
5.9
205.9
8.8
6.1
0.55
0.01728
12.8
212.8
13.4
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-O855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
Cable induced forces on posts:
5 11/26/2014 Page 0 61o6¢ ,
REACTION
3EACTION
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.
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 = 1,784#
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
Forloaded 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 1" Page 54
,Page 1 ) <r
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
Mconc = 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
Mconc = 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 # Cone 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) +(9) (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 %s" lxl9 cable
oTn = 0.85* 110 ksi* 0.0123=1,150#
Ts = OTn / 1.6=1,150# / 1.6 = 718#
Maximum cable pretension based on maximum service tension @ 200# cable load is
440#:
Conc. Load
Uniform Id
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
[34
Feeney Design -Rail® - Horizontal Cablerail Infill 11/26/2014 Page, 55 F3 60, ,.)
CABLE LENGTH/SPAN OPTIONS:
For a maximum cable free span of 42" (Maximum post spacing of 44-3/8" on center)
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 (ft) = 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) Conc. Load (lb) Uniform ]d (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 0.04739 35.2 408.2 38.9 22.2
2 0.19005 140.4 513.4 97.8 55.
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 = (3911)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 -Rail® - Horizontal Cablerail Infill 11/26/2014
For a maximum cable length of 601.
Maximum cable free span is 35"
Required minimum cable installation tension is 349#.
Intermediate tensioning device is 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 (lbs) _ 349
Total Cable length (ft) = 60
Cable free span (inches) = 35
P� b 56 of. 69 V`
Calculate strain for a given displacement (one span)
Imposed Cable load giving displ.
delta (m) strain (in) _ Ct net (lb) Ct tot (lbs)
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 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 = (39")2 • 116.3#/in = 22,118#"
3" g -
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 1?�VG ofio U y
For a maximum cable pretension of 440#.
Maximum allowable cable length is 98.4'.
Maximum cable free span is 35"
Two intermediate tensioning devices are required (turnbuckle or similaz
device_ ).
Cable railing
Cable deflection calculations
_
Cable =1 /8" dia (area in^2) = 0.0123
Modulus of elasticity M psi) = 26000000
Cable strain =Ct/ (A`E) `L(in) = additional strain from imposed
loading
Cable installation load (lbs) = 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 (lb) Ct tot (lbs)
Conc. Load (lb)
Uniform ld (plf)
0.25 0.00357 1.0 441.0
12.6
8.6
0.375 0.00803 2.2 4422
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 15A 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 W = (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 58 of 60
For a maximum cable pretension of 440#.
Maximum allowable cable length is 45.2'.
Maximum cable free span is 42"
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) = 440
Total Cable length (ft) = 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
146.3
83.6
3.03 0.43493 255.9 695.9
200.3
114.7
End post Cable loading
Cable tension - 440#/ Cable no in -fill load
w = 440# = 146.67#/in Mw = (39"12 • 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 r Page 59 6f'6t 1
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 _
Modulus of elasticity (E, psi) = 26000000
Cable strain=Ct/(A'E)'L(in) = additional strain from imposed loading
Cable installation load (lbs) = 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 (lbs) 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
1 0.07230 13.4 367.4 33.2 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
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