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October 13, 2019RECEIVED James G. Pierson, Inc.
Sinte1945
Dave Brown NOV 18 2019
Precision Rail of Oregon
PO Box 412. CITY OF TIGARD
BUILDING DIVISION
Gresham, OR 97030
Analysis of Residential Guardrail System
Precision Rail
Dear Mr. Brown:
James G. Pierson, Inc. is pleased to submit this report which summarizes the results of
the analysis of Precision Rail's Residential Guardrail System.
Precision Rail of Oregon distributes aluminum picket, stainless steel cable, and glass
railing systems for decks and stairs using aluminum products marketed under the
trademark Alumarail. Alumarail is manufactured by Hydro Extrusions(formally known
as SAPA). Previous versions of the Residential Guardrail System engineering report also
prepared by Pierson, Inc. but directly for SAPA were incorporated into this report.
CONCLUSIONS
1. The analysis demonstrates that the Precision Rail Residential guardrail system meets
the requirements of the 2015 International Residential Code for systems used in one- and
two-family dwellings as defined in those codes. Multiple family dwellings (apartments,
condos, hotels) and other commercial applications, although similar use of the products,
the design documentation required for those applications of the guardrails system is
beyond the scope of this analysis.
2. The analysis utilizes allowable stress design(working stress design). The analysis
provides a suitably conservative demonstration that the residential guardrail system meets
the applicable code requirements.
3. Verification that the deck or balcony framing supporting the guardrail system meets
the minimum sizes specified and is in good condition is beyond the scope of this report
(by others).
Consulting Structural Engineers
610 S .Alder Street.Suite 918, Portland,Oregon 97205 Tel (503)226-1286 Fax (503)226-3130
200 SERIES TOP RAIL
CHECK 200 SERIES TOP RAILS FOR LOADING
3 34)0
;L=6 ft;is desired maximum spacing of posts. ;L=6.000 ft
Bending of Top Rail ;M=200 lbs*L/4=300.000 lb_ft;or
• ; M=3600.000 lb_in
200 Series Top Rail (SAPA part 25878)
1140
;Svert200=0.249 in4/1.199 in=0.208 in3
;Shorz200= 1.442 in4/1.75 in=0.824 in3
Check for vertical loading direction:
;fb„en=M/Svert200=17334.940 psi ;<19,500 psi (for 6005-T5)
,_"Okay"
Check for horizontal loading condition
;fbhorz=M/Shorz200 =4368.932 psi; <19,500 psi
200 Series Top Rail okay for 6 ft spacing of posts for vertical or horizontal loading
Project Job no.
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location Date
Oregon and Washington 5/1/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Precision Rail of Oregon
CHECK BOTTOM RAILS 15/16"
Check bottom rails for wind loads or 50 lbs over 1 sq,ft.
;L=6 ft;is desired maximum spacing of posts. ;L=6.000 ft
100 Series Bottom Rail
00
;Svertloob=0.201 in4/1.159 in= 0.173 in3
;Shorzioob=0.228 in4/1 in=0.228 in3
200 Series Bottom Rail
;Svert200b=0.1447 in3
;Shorz2oob=0.2825 in3
100 SERIES BOTTOM RAIL
50 lbs over 1 sq.ft. Use 50 lb point load at midspan
;M=50 lb*L/4=75.000 lb_ft
Check for vertical loading direction:
100 series stress;fbloo=M/Svertioob =5189.552 psi 1 3/8"
200 series stress;fb2oo=M/Shorz2oob=3185.841 psi
Bottom rails okay for the 50 lb point load
Check for horizontal loading direction:
Check bottom rails for wind loads
;W= 30 psf;(i.e.,Oregon coast)or;w=W*39 in/2 ;w=48.750 plf
;Wind=w*L*L/8;Wind=2632.500 lb_in
;100 series Bending ;Mwind/Shomoob=11546.053psi
;200 series Bending ;Wind/Shorz2oob=9318.584psi 200 (HD) SERIES BOTTOM RAIL
Use 200 series for bottom rails for all glass rail systems
Project Job no.
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location Date
Oregon and Washington 5/1/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Precision Rail of Oregon
RAIL CONNECTIONS
The top rail sections either slide over connection blocks or are attached to
the top of the posts. In either case,(2)#10 self-drilling steel screws are
used to make the connections.
The connection blocks are attached to the sides of the vertical posts with
(2)#10 self-drilling steel screws. In most cases,the 200 lb maximum load
is shared by(4)screws but if the load(200 lbs)is placed at the end of a
rail,it would be supported by just(2)screws.
Maximum shear is each screw ;v=200 lbs/2=100.000
Allowable shear in each screw:
5.43 Screw Shear and Rearing
The shear force on a screw shall not exceed the least of:
1) 2 Frit D ftlna. (Eq.5.4.3-1)
If the screw is countersunk, one-half the depth of the
countersink shall be deducted from r1.
2) 2F,4 0r3ht., (Eq.5.4.3-2)
3) z1.2(r230)Lc`F.2/ee,,for r2 s ri (Eq. 5.4.3-3)
4) P.„1(1.25 n,) (Eq.5.4.3-4)
; Ftuscrew=38000 psi
;dsaew=0.19 in ;#10 screw
;nu= 1.95 ;asd factor
;ns=3 ;factor of safety
;ti=0.1 in ;thickness bottom rail
;t2=0.1 in ;thickness post
;Pns =1526 lbs ;ESR-3332 report
;1) ;2*Ftuscrew*dscrew*ti/nu=740.513 lbs
;2) ;2*Ftuscrew*dscrew*b/nu=740.513 lbs
;3) ;4.2*(b3*dscrew)5*Ftuscrew/ns=733.311 lbs
;4) ;Pns/(1.25*ns)=406.933 lbs
Okay
#10 screws are okay to attach top rail to posts
Bottom rail connection similar but 50 lb design load. #10 screws okay by
inspection
Protect Job no.
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location Date
Oregon and Washington 5/1/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Precision Rail of Oregon
ATTACHMENT OF RAILS TO BUILDING
Check end plate of the top rail for attachment to the building
Plate is attached to the top rail with(2)#10 Torx-drive flat head steel screws
;Shear capacity= 184 lbs each
;Tension Capacity;TC=0.0175 in2 x 30 ksi/2=262.500
2#10 screws are okay
Assume only one anchor bolt at the middle(conservative—more than one bolt
will be used)
;Mpiate=200 lb x 3 in/4=150.000 lb_in
For 3/16"thick plate x 1"x 3" ;tplate=0.1875 in
;fb=Mplate x 6/(1 in -x tlate x tpiate)=25.600 ksi
Fb =27.6 ksi
3/16"plates okay for wall anchorage
Project Job no.
James G. Pierson, Inc. Residential Guardrail systems
Location
Date
Consulting Structural Engineers
Oregon and Washington 5/1/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Precision Rail of Oregon
Posts
All of the railing systems use the R Series Post for 36"or 42"height
R Series Post (SAPA part 36430)
;Sxt =0.935 in4/1.188 in= 0.787 in3
For 40"tall posts(fascia mounted), 6 ft max spacing ;Ls=6 ft
Per IRC ;Ml =200 lbs*(H36+4 in)=8000.000 lb_in
•
Per IBC ;M2=50 lbs/ft*Ls*(Has+4 in) =12000.000 lb_in
For 46"tall posts(fascia mounted), 6 ft max spacing ;Ls=6 ft
Per IRC ;M3=200 lbs*(H42+4 in) =9200.000 lb_in
Per IBC ;M4=50 lbs/ft*L6*(H42+4 in) =13800.000 lb_in
Standard Residential—36"+4"height
;Fb,=Mi!Sxl=10164.706 psi ;or;Fb2=M2/Sxl= 15247.059 psi
Taller Posts—46"height
;Fb3=M3/Sxi=11689.412 psi ;or;Fb4=M4/Sxl= 17534.118 psi
Allowable;Fb=19.487 ksi
R Series Posts are good using both IBC or IRC for up to 6 ft
spacing in bending at a height of 46"or less(fascia mounted 4"
below deck,worst case)
Project Job no.
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location Daze
Oregon and Washington 5/1/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Precision Rail of Oregon
POSTS -SHEAR
Check shear in post walls
Circumference of resisting area for screw pull-thru
;Cscrew=0.2 in*pi=0.628 in
Post wall thickness;ti =0.10 in; (13503)
;Areal =Cscrew*t, =0.063 in2
;V=Areal*Fshear/1.65=761.598 lbs ;>100 lbs
Check Posts for Shear
;fy=300 lbs/(2*2.375 in*tt)=0.632 ksi ; not an issue
2.To join a straight connection,butt joint over the
CHECK RAIL SPLICES center of a post.Reinforce the joint with 8 CO is
3/4"screws,fastened through pre-drilled holes,
to a splice centered between the rails.Attach
Check hat channel(SAPA 25877)rail splices. These members,when top rail to the post with 4*t8 x 1/2"screws.
used,are located at rail splices over posts
ti
;Mhat=200 lbs*6 in=1200.000 Ib_in
ul *
Hat Channel (SAPA part 25877) +
;Sverthat=0.0736 in3 4 '
;Shorzhat=0.149 in3
;Fbvert=Mhat/Sverthat=16304.348 psi
;Fbhorz=Mhat/Shorzhat=8053.691 psi
;Fty/1.65 =21212.121 psi
;Fb= 19487.179 psi
Hat channels are okay
Project Job no.
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location Date
Oregon and Washington 5/1/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Precision Rail of Oregon
TOP MOUNTED BASEPLATE
Posts attach to plate at interior holes and is attached to substrate(deck)at hole
located near the edges.
_ I !
;OTM=200 lbs*(H36+.375 in) ;OTM=7275.000 lb_in I !
1 1
Tension in post base screw connections is;T=OTM/(2.116 in*2);T= I !
E i
1719.045 lbs
SAE Grade 5 screws ; Ftsrrew=120 ksi*.75=90.000 ksi i 21 16
I Ni ti
Check Screws Per ADM 5.4
Try 5/16"diameter screws (minor area=.0524 in^2)
;D=0.3125 in ;Dws=0.625 in ;Dh=0.28 in;(screw chase)
;tc=1 in;(min into screw chase) .r.
;Fm2=38 ksi +—
0,525
11
;Phil =38 ksi 1.573
5.000
;Fty= 16 ksi
;ns=3 ;factor of safety
;C=1
5.000
;ti=.375 in
;Foot=1.63*D*tc*Ftu2=19356.250 lbs ;(eq. 5.4.2.1-6) 0 0
1370
;Pot=Ftscrew*.0524 in^2=4716.000 lbs ;(nominal tensile strength fo screw)
;Pnov=(0.27+1.45*1.1)*D*tt*Fty=3496.875 lbs ;(eq.5.4.2.2-2)
0.4 a
ADM 5.4.2 Allowable (�-�,�
; Past/ns=6452.083 lbs 0 000
; Pnt/(1.25*ns)=1257.600 lbs a
;Pnov Ins=1165.625 lbs
A 0
Load Test Connection
0.630
Load Test is 2.5x design load t.STo
Check Screws for 42"tall posts and IRC Loading at 6 ft post spacing
;OTM42=200 lbs*2.5*(H42+.375 in) ; OTM42=21187.500 lb_in
Tension in post base screw connections is;T42=OTM42/(2.116 in*2);T42=
5006.498 lbs ;Load Test to verify
Use(2)5/16"diameter x 2"long SAE Grade 5(min.)self tapping Torx drive flate
head screws(1 %2a min. Embedment into post)
Project Job no.
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location nate
Oregon and Washington 5/1/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Precision Rail of Oregon
Check Top Mounted Base Plate Bending
Check 3/8"x 5"x 5" plate
;Tpiate=OTM/3.75 in=1940.000 lb
;Bending=OTM/(5 in*(5 in)2/6); Bending=349.200 psi
;d=2.22 in
;T=Bending*d/2*5 in;T=1938.060 lb
Plate bending is maximum below edge of post or 1.3125"from plate edge
;P2=(2.22 in—1.3125 in)/2.22 in*Bending=142.747 psi
;Mmax=((P2*1.3125 in2/2)+((Bending—P2)*1.3125 in2/(2)*(2/3)))*5 in
;Mmax=920.005 lb_in
;Fb=Mmax*6/(5 in*.375 in*.375 in)=7850.708 psi
Bending Okay for standard 5x5 plate
Check 3/8"x 3"x 5" plate (stair use)
;Tplate2=OTM/2.38 in=3056.723 lb
;Bending2=OTM/(3 in*(5 in)2/6); Bending2=582.000 psi
;d=2.22 in
;T=Bending2*d/2*3 in;T=1938.060 lb
Plate bending is maximum below edge of post or.3125"from plate edge
;P3=(2.22 in—.3125 in)/2.22 in*Bending=300.045 psi
;Mmax2=((P3*.3125 in2/2)+((Bending—P3)*.3125 in2/(2)*(2/3)))*5 in
;Mmax2=260.012 lb_in
;Fb=Mmax2*6/(5 in*.375 in*.375 in)=2218.766 psi
Bending in smaller plate also okay
Project Job no.
James G. Pierson, Inc. Residential Guardrail systems
Consulting Structural Engineers Location °aie
Oregon and Washington 5/1/2019
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Cheat Sheet no.
Precision Rail of Oregon
BASE PLATE ATTACHMENT
Anchor Tension;AT=OTM42/4.375 in;AT=2905.714 lb
2 anchors per side ;Atbolt=AT/2=1452.857 lb
Wood:
Try 3/8"diameter lag bolts and assume Douglas Fir
;Tallow=305 lb/in*1.6*2.78 in;, 5"long lag,2 25/32"embed 1.6 Cd wood factor
;Tallow= 1356.640 lb
Use 3/8"daimeter x 5"embedment lag screws(4 corners)
Concrete:
Assume 4"thick concrete—use Simpson 3/8"diameter strong bolts
5"concrete—can use 3/8"Titen HD w/3"embedment
See attached ACI 318 Appendix D calc.
Project Job no.
James G. Pierson, Inc. Residential Guardrail systems
Location Date
Consulting Structural Engineers
Oregon and Washington 10/10/2018
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Precision Rail of Oregon Page 15 of 48
Guard Rail Cable Calculations
TASK:
Determine if proposed guard rail cables met deflection requirements
CABLE PROPERTIES:
Cable Material: 316 Stainless Steel
Cable Construction Type: 1 x 19
Young's Modulus: ;E = 15000000 psi
Cable Diameter: ;d=0.125 in
Cross-Sectional Area: ;A= (3t x d2)/4=0.012 in2
Cable Spacing: ;S=3.125 in
Full Cable Length: ;L=50 ft =600.000 in
Unsupported Cable Span: ;1=60.00 in
FORCES ON CABLE:
IBC 2015 1015.4:
"Required guards shall not have openings that allow passage of a sphere of 4 inches in diameter from the
walking surface to the required guard height."
ASCE 7-10 4.5.1:
"Intermediate rails(all those excep the handrail or top rail)and panel fillers shall be designed to withstand a
horiztonally applied normal load of 50 lb on an aea not to exceed 12in by 12in".
Required Force: ;FReq=50.00 psf
Sphere Diameter: ;D=4.00 in
Sphere Cirumference: ;C= (a x D2)/4 =0.087 ft2
Projected Load over Circumference: ;Fproj=FReq x C=4.363 lb
Safety Factor: ;FS= 2;
or use 50 lbs over 4 pages ; ;FMax= 12.5 lb
� I i
DI
rd
Project Job no.
James G. Pierson, Inc. Cables
Consulting Structural Engineers L Son Date
610 S.W.Alder,Suite 918 Portland,Oregon 97205 10/10/2018
Tel:(503)226-1286 Fax(503)226-3130 Client Sheet no.
Page 28 of 48
ANGLED FORCES AND CABLE DEFLECTION:
When the 4"sphere is pushed through the cables,they are forced to move both vertically and horizontally,with
the vertical displacement governing.The angle of the resultant force is approximately 45 degrees,which will be
utilized in the angled force and deflection calculations.
Angled Force on Cable: ;FA=1/((FMax)2+ (FMax)2)= 17.678 lb
Allowable Vertical Deflection: ;aver=(D—S)/2=0.437 in; (governs)
Allowable Cable Deflection: ;am=1/(ave?+avert)=0.619 in ;per cable
0.62"
r 0.44"
Fa `.
Fa
•
b
Deflection equation derivation:
T=(FAxI)/(4xa);
=2xa2/I;
=(TxL)/(ExA)=(FAxI)/(4xa)xL/(ExA);
2xa2/l=(FAxI)/(4xa)xL/(ExA);
8xa3/I=(FAxIxL)/(ExA);
8xa3=(FAxI^2x L)/(ExA);
a3=(FAxI^2x L)/(8xExA);
a=((FAxI^2x L)/(8xExA))113;
Deflection due to sphere load: ;as=((FA x I2 x L)/(8 x E x A))1r3= 2.960 in
James G. Pierson, Inc. Pmject Cables Job no.
Consulting Structural Engineers t°°anon Date
10/10/2018
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Page 29 of 48
CABLE TENSION FORCE:
Deflection due to load is higher than the allowable, so cable is to be pretensioned to be compliant.
Tension in cable due to sphere load: ;Ts=(FA x I)/(4 x as)=89.589 lb
Tension in cable at max deflection: ;Ta=Ts x(as/awl)=428.571 lb
Required pretension: ;Tip =Ta—Ts=338.983 lb
• Cable is recommended by supplier to be tensioned at 300 lbs/cable which is greater than the required
pretension. Thus, cable is compliant with both codes IBC 2015 and IRC 2015.
CABLE TENSION FORCE FOR SHORTER SPANS:
Unsupported Cable Span: ;I=54.00 in
Deflection due to sphere load: ;as= ((FA x 12 x L)/(8 x E x A))1/3=2.759 in
Tension in cable due to sphere load: ;Ts=(FA x I)/(4 x as)=86.497 lb
Tension in cable at max deflection: ;Ta=Ts x(as/am)=385.714 lb
Required pretension: ;To=Ta—Ts=299.217 lb
Unsupported Cable Span: ;1=48.00 in
Deflection due to sphere load: ;as=((FA x12 x L)/(8 x E x A))1/3= 2.551 in
Tension in cable due to sphere load: ;Ts=(FA x I)/(4 x as)=83.167 lb
Tension in cable at max deflection: ;Ta=Ts x(as/am)=342.857 lb
Required pretension: ;To=Ta—Ts=259.690 lb
Unsupported Cable Span: ;I=42.00 in
Deflection due to sphere load: ;as=((FA x 12 x L)/(8 x E x A))1'3=2.333 in
Tension in cable due to sphere load: ;Ts=(FA x I)/(4 x as)=79.546 lb
Tension in cable at max deflection: ;Ta=Ts x(as/am)=300.000 lb
Required pretension: ;Tps=Ta—Ts=220.454 lb
Unsupported Cable Span: ;1= 36.00 in
Deflection due to sphere load: ;as= ((FA x 12 x L)/(8 x E x A))1n= 2.106 in
Tension in cable due to sphere load: ;Ts=(FA x I)/(4 x as)=75.562 lb
Tension in cable at max deflection: ;Ta=Ts x (as/am)=257.143 lb
Required pretension: ;Tp5=Ta—Ts= 181.581 lb
Unsupported Cable Length: Required Pretension:
;60 in ; Tip =338.983 lb
;54 in ;Tp2=299.217 lb
;48 in ;Tps=259.690 lb
;42 in ; Tpa=220.454 lb
;36 in ; ; To= 181.581 lb ;
Project Job no.
James G. Pierson, Inc. Cables
Consulting Structural Engineers Location Date
10/10/2018
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Cheat Sheet no.
Page 30 of 48
Cable Forces on Posts:
6'
w - MAX .._._.,..,.
EQ EQ
CONT.
9 ,/f TOP RAIL
RAIL REACTION ? i
CAOLE TENSION<
CAOLC TCNCION
CAOLC TCNCION<
CAOLC TCNSION<
CABLE TCNCION< 3/16"
"-- CABLE TENSION< CABLE
{
CAOLC TCNSION< INFILL
GABLE TCNCION<
CABLE TENCION< 2 3/8°
ii
CAOLE TCNCION< POST
IL REACTION
PICKET BOTTOM
SPACER RAIL
TYPICAL ELEVATION
Cable Tension is resisted by the termination posts and also corners or changes in direction.
Top rail acts as a compression member to resist cable tension forces. Bottom rail also acts as a compression
member resisting cable tension when present. If there is no bottom rail,the base connection is required to
resist the tension forces from cables. Top rail flat inserts(required for astestics)bear directly on face of post
so tension forces are resisted by bearing and not just screws. For top rails when no infill is used, rail must be
attached to posts with screws desgined to resist tension force.
Screw shear:
Per Aluminum Design Manual:
5.4.3 Screw Shear and Bearing
The shear force on a screw shall not exceed the least of:
1) 2 F.,11)ttInr. (Eq.5.4.3-1)
James G. Pierson, Inc. Project
Cables Job no.
Consulting Structural Engineers Location nate
10/10/2018
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Page 31 of 48
2) 2F„a Dt2/n„ (Eq.5.4.3-2)
3) 4.2(123D)"n F,.2/n„fort;5 t, (Eq.5.4.3-3)
4) P /(1.25 n,) (Eq. 5.4.34)
5.4.4 Minimum Spacing of Screws
The minimum distance between screw centers shall he
2.5 times the nominal screw diameter.
Minimum; Ft i =38000 psi;post and rails
;#10 screw;dsc ew=0.190 in
Post thickness;ti =0.10 in
;Vanowio=2*F1 1 *dstxew*ti/3=481.333 lbs
Project Job no.
James G. Pierson, Inc. Cables
Consulting Structural Engineers Loathe!) Date
10/10/2018
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Page 32 of 48
Posts
Cable Systems also use R Series Posts(SAPA part 36430)
;H36=36 in ; H42=42 in
Intermediate posts(not used for cable termination)
Residentail Post
;Six = .787 in3
For 36"tall posts, 4.5 ft max spacing ;Le=54 in
Per IRC ;Mi =200 lbs*Has=7200.000 lb_in
For 42"tall posts, 4.5 ft max spacing ;L5=54 in
Per IRC ;M3=200 lbs*H42=8400.000 lb_in
Residential—36"height
;Fbi =Mi/Sxi=9148.666 psi ;
Commercial—42"height
;Fb3=M3/Sxi=10673.443 psi ;
Allowable; Fb=19487.18 psi;
Post good for either height and bending
Termination posts(used for cable termination)
also use R Series Posts(SAPA part 36430)
;Syi = 0.787 in3
;Sxxi=0.787 in3
Out of plane loading
For 36"tall posts, 4.5 ft max spacing ;L6=54 in
Per IRC ;Mi =200 lbs*H36=7200.000 lb_in;at base connection
;M5=200 lbs*H36/2=3600.000 lb_in;at mid-height
For 42"tall posts, 4.5 ft max spacing ;L5=54 in
Per IRC ;M3=200 lbs*H42=8400.000 lb_in;at base connection
;Ms=200 lbs*H42/2=4200.000 lb_in ;at mid-height
Residential—36"height
;Fbi =Mi/Sxxi=9148.666 psi ;at bottom connection
;Fb5=M5/Sxxi=4574.333 psi ;at midheight
Project Job no.
James G. Pierson, Inc. Cables
Consulting Structural Engineers Location Date
10/10/2018
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Page 33 of 48
Commercial—42"height
;Fb3=M3/Sxxi=10673.443 psi ;at bottom connection
;Fb6=M6/Sxxi=5336.722 psi ;at mid height
Allowable; Fb =19487.180 psi
Check bending in other direction due to Cable tension bending (in-plane)
For 225 lbs tension
For 36"tall posts;M2=926 lb_ft
For 42"tall posts ;M4= 1287 lb_ft
Residential—36"height
;Fb2=M2/Sy1= 14.119 ksi ;
Commercial—42"height
;Fb4=Ma/Syi=19.624 ksi ;
Allowable; Fb =19487.180 psi
36"Posts combined Loading(check at midheight):
;Ebb/Fb + Fb2/Fb = 0.959
36"tall Post good for tension created bending plus guardrail forces.
42"Posts combined Loading(checked at midheight):
;Fb6/Fb + Fb4/Fb = 1.281
42"tall Post not okay for tension created bending plus guardrail forces without bottom rail
Project Job no.
James G. Pierson, Inc. Cables
Consulting Structural Engineers Location
Date
10/10/2018
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Page 34 of 48
Base Plate Attachment— Typ Line Post
5x5x3/8" Plate
;Hs6=36in
Anchor Tension;AT=Mi/4.375 in;AT=1645.714 lb
2 anchors per side ;Atbolt=AT/2=822.857 lb
Wood:
Try 3/8"diameter lag bolts and assume Douglas Fir
;Tallow=305 lb/in*1.6*2.78 in ;, 5"long lag,2 25/32"embed 1.6 Cd wood factor ;Tallow= 1356.640 lb
Use 3/8"diameter x 5"embedment lag screws(4 corners)
Try 318"diameter lag bolts and assume Hem Fir PT
;Tallow=269 lb/in* 1.6*3.28 in;, 6"long lag,3 9/32"embed 1.6 Cd wood factor ;Tallow= 1411.712 lb
Use 3/8"diameter x 6"embedment lag screws(4 corners)
Try 7/16"diameter lag bolts and assume Hem Fir PT
;Tallow=302 lb/in*1.6*2.22 in;, 4"long lag,2 7/32"embed 1.6 Cd wood factor ;Tallow= 1072.704 lb
Use 7/16"diameter x 4"embedment lag screws(4 corners)
Try#14 x 5"stainless steel wood screws and assume Hem Fir PT
;Tallow=146 lb/in*1.6*5 in;, 5"long screws,5"embed 1.6 Cd wood factor ;Tallow= 1168.000 lb
Just works #14-5"wood screws(4 corners)
5x5x3/8" Plate
; H42=42 in
Anchor Tension;AT=Ms/4.375 in;AT=1920.000 lb
2 anchors per side ;Atbolt=AT/2=960.000 lb
Try#14 x 5"stainless steel wod screws and assume Hem Fir PT
;Tallow=146 lb/in* 1.6*5 in;, 5"long lag,5"embed 1.6 Cd wood factor ;Tallow= 1168.000 lb
Use#14 x 5"embedment ss wood screws(4 corners)
Project Job no.
James G. Pierson, Inc. Cables
Consulting Structural Engineers Location Date
10/10/2018
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Page 35 of 48
Cable System Posts
aY2), 72'MAX.POST SPAN 'F
Cable Systems also use R Series Posts(SAPA part 36430) 1 SERIES 200 5/8"sa.CABLE DX"SS
TOP RAIL SPREADER CABLE
;H36=36 in ; Ha2=42 in
va
Intermediate posts (not used for cable termination) ° (
N. ,
Residentail Post ‘ ,
;SXi = .787 in3
1
For 36"tall posts, 6 ft max spacing ;L6=54 in --Ay `-� ^`
Per IRC ;Mi=200 lbs*H36=7200.000 lb in
— N 1'SPHERE SHALL BOTTOM RAIL 1 FINISH
NOT PASS THRU FLOOR
)IA.X 10"LAG SCREWS
xr IF 5X5 BASEPLATEi
_ For 42"tall posts, 6 ft max spacing ;L5=54 in
TYPICAL ELEVATION VIEW
Per IRC ;M3=200 lbs*H42=8400.000 lb_in
Residential—36"height
SERIES 200 SERIES 200
;Fb1 =Mu/Sxi=9148.666 psi ; TOP RAIL TOP RAIL
N.
Kr SS CABLE 118•TENSSS CABLE :
PRETENSIONED re PREIONED
Commercial—42"height $ TO 100LBSILI N 00 To 100LB5 to
;Fb3=M3/&I=10673.443 psi ; Z NOTE 9 CABLES FOR 2= Z NOTE:9 CABLES FOR l g S
IL 36'SYSTEM WITH IT 3B•SYSTEM WITH o
> BOTTOM RAIL I Ir > BOTTOM RAIL N K
Allowable; Fb=19487.18 psi; a Y.'SD.PICKET LL a sa.PICKET LL
I OW H o�
t0_! BOTTOM RAIL p Z (2 BOTTOM RAIL 0 Z
W
S ~U Ti . U
Post good for either height and bending Z /'SPHERE SHALL 1 w OZ
a'SPHERE SHALL ,O
• NOT PASS THRU l I' NOT PASS THRU ~
FINISH FINISH
FLOOR ��j FLOOR i$(
Single Corner Post 1� •"''�"`� 1
318'DIA.THREADED y', 225- ATPOS LOCATIONS.�lb:;= 1 alt
ROD IN SIMPSON SET MW LAG SCREWS MUST BEILMIN.
XP EPDXY:6'EMBED FULLY EMBEDDED INTO j 1M.
SOLID WOOD (318'
Check Bending due to cable tension around corners TYPICAL SECTION VIEW TYPICAL SECTION VIEW
;SZ1 = .586 in3 (CONCRETE DECK) (WOOD DECK)
For 180 lbs tension(3'-0"ft max span between cable supports with bottom rail)
For 36"tall posts;M2=860 lb_ft ;180 lbs x 9 cables over 3 ft divided by Sin 45 degres x LA2/8
For 42"tall posts ;M4=1225 lb_ft
Residential—36"height
;Fb2=M2/S21= 17.611 ksi ;
Commercial—42"height
;Fba=Ma/Sri=25.085 ksi ;
Allowable; Fb =19487.180 psi
Project Job no.
James G. Pierson, Inc. Cables
Consulting Structural Engineers Location Date
10/10/2018
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Page 39 of 48
36"Posts combined Loading(check at midheight):
;Fb5/Fb + Fb2/Fb= 1.138
36"tall single corner post overstressed for combined loading of tension and 200 lb force pulling in. For typical fall(outward
force),loads are not additive and post would be okay. Corner post also can share the 200 lb load(or 50 plf)with other
posts through the top chords. As such,36"single corner post at 36"tall is okay for 180 lbs of cable tension or less.
42""R"Posts combined Loading(checked at midheight):
;Fb6/Fb + Fb4/Fb = 1.561
42"tall"R"Post not okay for tension created bending plus guardrail forces
For 180 lbs tension(3'-0"ft max span between cable supports without bottom rail)
For 36"tall posts;M2=954 lb_ft ;180 lbs x 10 cables over 3 ft divided by Sin 45 degres x LA2/8
For 42"tall posts ;M4=1235 lb_ft
Residential—36"height
;Fb2=M2/Szl=19.536 ksi ;
Commercial—42"height
;Fb4=M4/Szi=25.290 ksi ;
Allowable; Fb =19487.180 psi
36"Posts combined Loading(check at midheight):
;Fbs/Fb + Fb2/Fb= 1.237
36"tall Post not okay for tension created bending plus guardrail forces without bottom rail.
42""R"Posts combined Loading(checked at midheight):
;Fbs/Fb + Fb4/Fb= 1.572
42"tall"R"Post not okay for tension created bending plus guardrail forces
Project Job no.
James G. Pierson, Inc. Cables
Consulting Structural Engineers °ca°on Date
10/10/2018
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Page 40 of 48
Termination posts (used for cable termination)
also use R Series Posts(SAPA part 36430)
;So = 0.787 in3
;Sxxi =0.787 in3
Out of plane loading
For 36"tall posts, 6 ft max spacing ;Ls=72 in
Per IRC ;Mi =200 lbs*Has=7200.000 lb_in;at base connection
;M5=200 lbs*H36/2=3600.000 lb_in;at mid-height
For 42"tall posts, 6 ft max spacing ;L5=72 in
Per IRC ;M3=200 lbs*H42=8400.000 lb_in;at base connection
;Ms=200 lbs*H42/2=4200.000 lb_in;at mid-height
Residential—36"height
;Fbi =Mi!Sxxi=9148.666 psi ;at bottom connection
;Fb5=M5/Sxxi=4574.333 psi ;at midheight
Commercial—42"height
;Fb3=M3/Sxxi=10673.443 psi ;at bottom connection
;Fbs=Ms/Sxxi=5336.722 psi ;at midheight
Allowable; Fb =19487.180 psi
Check bending in other direction due to Cable tension bending (in-plane)
For 180 lbs tension(3'-0"ft max span between cable supports—with bottom rail)
For 36"tall posts;M2=608 lb_ft
For 42"tall posts ;M4=866 lb_ft
Residential—36"height
;Fb2=M2/So=9.271 ksi ;
Commercial—42"height
;Fb4=M4/So=13.205 ksi ;
Allowable; Fb =19487.180 psi
36" Posts combined Loading(check at midheight):
;Fb5/Fb + Fb2/Fb = 0.710
Project Job no.
James G. Pierson, Inc. Cables
Consulting Structural Engineers Location Date
10/10/2018
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Page 41 of 48
36"tall Post good for tension created bending plus guardrail forces.
42""R"Posts combined Loading(checked at midheight):
;Fbe/Fb+ Fb4/Fb=0.951
42"tall Post okay for tension created bending plus guardrail forces with bottom rail
For 180 lbs tension(3'-0"ft max span between cable supports—without bottom rail)
For 36"tall posts;M2=675 lb_ft
For 42"tall posts ;M4=945 lb_ft
Residential—36"height
;Fb2=M2/Sy1=10.292 ksi ;
Commercial—42"height
;Fb4=M4/Syl=14.409 ksi ;
Allowable;Fb=19487.180 psi
36"Posts combined Loading(check at midheight):
;Fbs/Fb + Fb2/Fb= 0.763
36"tall Post good for tension created bending plus guardrail forces.
42""R"Posts combined Loading(checked at midheight):
;Fbe/Fb + Fb4/Fb = 1.013
42"tall Post okay for tension created bending plus guardrail forces without bottom rail(3 ft max or 180 lbs tension)
Project Job no.
Tames G. Pierson, Inc. Cables
Consulting Structural Engineers Location Date
10/10/2018
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Page 42 of 48
FLOORS
i
i
/ HOLD-DOWN OR SIMILAR
/ TENSION DEVICE
FLOOR SHEATHING NAILING AT
6"MAXIMUM ON CENTER TO
JOIST WITH HOLD-DOWN
/t".1 -<_ I
+ + .t-I l = + + +
+ + INM , + +
/
FLOOR JOIST i / DECK JOIST
/
Y
For SI: 1 inch=25.4 mm.
I FIGURE 507.2.3(1)
DECK ATTACHMENT FOR LATERAL LOADS
SHEATHING
NOTE: SIDING
THIS DETAIL IS APPLICABLE
WHERE FLOOR JOISTS ARE ' FLASHING FOR
PARALLEL TO DECK JOISTS. WATER TIGHTNESS
DECKING
II
I�',' APPROVED JOIST HANGERS
2"MIN. 'I.I``' 2x LEDGER WITH FASTENERS
I�III�I,VIM IN ACCORDANCE WITH TABLE R507.2
_., ��
HOLD-DOWN DEVICE MIN 750 LB. CAPACITY
FLOOR JOISTSIN AT 4 LOCATIONS, EVENLY DISTRIBUTED
ALONG DECK AND ONE WITHIN 24"OF EACH
END OF THE LEDGER. HOLD-DOWN DEVICES
SHALL FULLY ENGAGE DECK JOIST PER
HOLD-DOWN MANUFACTURER.
A FULLY THREADED 3/8"DIAMETER LAG -
SCREW PREDRILLED W/MIN. 3"PENETRATION
TO CENTER OF TOP PLATE,STUDS,OR HEADER.
For SI: 1 inch=25.4 mm,1 foot=304.8 mm.
FIGURE R507.2.3(2)
DECK ATTACHMENT FOR LATERAL LOADS
152 2017 OREGON RESIDENTIAL SPECIALTY CODE
FLOORS
z STAGGER FASTENERS
IN 2 ROWS
Qp 0 5.5"MIN.FOR 2 X 8* `DISTANCE SHALL BE PERMITTED TO
5"MAX 6.5"MIN.FOR 2 X 10 BE REDUCED TO 4.5"IF LAG SCREWS
O O O 7.5"MIN.FOR 2 X 12 ARE USED OR BOLT SPACING IS
REDUCED TO THAT OF LAG SCREWS
TO ATTACH 2 X 8 LEDGERS TO 2 X 8
2"MIN. BAND JOISTS.
LEDGER / LAG SCREW OR BOLT 3/4"MIN.
For SI: 1 inch=25.4 mm.
FIGURE R507.2.1(1)
PLACEMENT OF LAG SCREWS AND BOLTS IN LEDGERS
EXTERIOR SHEATHING
EXISTING STUD WALL
EXISTING 2x BAND JOIST
OR ENGINEERED RIM BOARD
2""MIN. DECK JOIST
MIN. MR
'
5""MAX.MI
w�mgmdiravii LAG SCREWS OR BOLTS
2"MIN.
o o 0
FLOOR FRAMING • O
' a a 0 JOIST HANGER
I. O -0
EXISTING :o o- 00 0
FOUNDATION WALL
For SI: 1 inch=25.4 mm.
FIGURE R507.2.1(2)
PLACEMENT OF LAG SCREWS AND BOLTS IN BAND JOISTS
R507.2.2 Band joist details.Band joists attached by a led- R507.2.4 Deck lateral load connection. The lateral load
ger in accordance with Section R507.2 shall be a minimum connection required by Section R507.1 shall be permitted
2-inch-nominal (51 mm), solid-sawn, spruce-pine-fir lum- to be in accordance with Figure R507.2.3(1) or
ber or a minimum 1-inch by 91/2-inch (25 mm x 241 mm) R507.2.3(2).Where the lateral load connection is provided
dimensional, Douglas fir, laminated veneer lumber. Band in accordance with Figure R507.2.3(1),hold-down tension
joists attached by a ledger in accordance with Section devices shall be installed in not less than two locations per
R507.2 shall be fully supported by a wall or sill plate below. deck, within 24 inches of each end of the deck. Each
R507.2.3 Ledger to band joist fastener details. Fasten- device shall have an allowable stress design capacity of
ers used in deck ledger connections in accordance with not less than 1,500 pounds (6672 N). Where the lateral
Table R507.2 shall be hot-dipped galvanized or stainless load connections are provided in accordance with Figure
steel and shall be installed in accordance with Table R507.2.3(2), the hold-down tension devices shall be
R507.2.1 and Figures 8507.2.1(1) and R507.2.1(2). installed in not less thartiourlacationsper deck, and each
device shall have an allowable stress design capacity of
not less than 750 pounds(3336 N).
2017 OREGON RESIDENTIAL SPECIALTY CODE 151