Specifications B 77O2v-mllo(Q? OOUD1 ) ( OUO
STRUCTURAL CALCULATIONS
ALUMINUM GUARDRAILS
PROJECT:
SUMMER CREEK APARTMENTS
13456 Hawks Beard
Tigard, OR 97223
for
le
21020 •
Precision Rail of Oregon
10735 SE Foster Road
Portland, Oregon 97266
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James G. Pierson, Inc. OREGON
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FR R. GDv-0
�1‘/GINE�� EXPIRES 6-30-21
James G. Pierson, Inc.
Consulting Structural Engineers
610 S.W.ALDER SUITE 918 PORTLAND,OR. 97205
(503)226-1286 FAX 226-3130
August 5, 2020
Page 1 of 13
Aluminum Railing Systems
Task: Check aluminum railing system and attachments for conformance to the 2018 IBC using
the 2015 Aluminum Design Manual, 10`b edition.
Code Summary
'Multiple family dwellings (apartments, condos, hotels) and other commercial applications - IBC
is the controlling code
IBC Section 1607.8:
Guardrail & Handrails 200 lbs any direction at top rail or
50 plf load to the top rail in any direction
Guardrail in-fill 50 psf over a 1 ft sq. area (balusters, fillers, glass, cables, etc)
Glazing requires a safety factor of 4
Guardrail Height: ; H42 = 42 in✓
ALUMINUM PROPERTIES
Extruded 6005-T5
;FL = 38 ksi
;Fty = 35 ksi
;Foy = 35 ksi
;Fshear = 20 ksi
;Fbearing = 56 ksi
;E = 10000 ksi
;Fb, = F'oy / 1.65 = 21212.12 psi ;(ASD)
or ;Fb2= Ftu/ (1 * 1.95) = 19487.18 psi ;(ASD)
; Fb, = 21212.12psi
; Fb2 = 19487.18 psi
;Fb = min(Fb,,Fb2)
;Fb = 19487.18 psi
Project Job no.
James G. Pierson, Inc. Summer Creek Apartments
ro aron nato
Consulting Structural Engineers Tigard, OR 8/5/2020
610 S.W.Alder,Sole 919 Yunlend,Oregon 97205
Tel_(503)226-1286 Fax (503)226-3130 Client Sheet no.
Precision Rail of Oregon Page 2 of 13
Aluminum Properties Cont:
Extruded 6063-T6
;Ftu6a63 = 30 ksi
;Fty6o63 = 25 ksi
;Ftcy6o63 = 25 ksi
;Fshear6063 = 17 ksi
;E6o63 = 10100 ksi
;Fb16063= Fcy6o63 / 1.65 = 15151.52 pSi ;(ASD)
or
;Fb26o63= Ftusoss/ (1 * 1.95) = 15384.62 psi ;(ASD)
; Fb16063 = 15151.52 psi
; Fb26o63 = 15384.62 psi
;Fb6063 = min(Fb16063,Fb26063)
;Fb6o63 = 15151.52 psi
Project Job no.
James G. Pierson, Inc., Summer Creek Apartments
Consulting Structural Engineers Location nom
Tigard, OR 8/5/2020
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 3 of 13
CHECK 375 SERIES TOP RAILS FOR LOADING
;L=5 ft;is desired maximum spacing of posts. ;L=5.00 ft
Bending of Top Rail;M =200 lbs*L/4=250.00 lb ft;or
; M=3000.00 bin
375 Series Top Rail (SAPA part 31836)
;lx1375TR=0.382 in4
;lx2375TR=0.295 in4
;Svert375rR= Ix1375TR/1.382 in=0.28 in3
;Shorz375TR=lx2375TR/0.875 in=0.34 in3
Check for vertical loading direction:
;fb en=M/Svert375TR=10853.40 psi ;< 19,500 psi (for 6005-T5)
,_"Okay" I3/ .
Check for horizontal loading condition "^"""' 4
;fbhorz=M/Shorz375TR =8898.31 psi; <19,500 psi
;375 series Deflection; Def375TR=200 Ibs*L3/(48*E* Ix2375TR)=0.31 in
;U120=0.50 in ;(max)
375 Series Top Rail okay for 5 ft spacing of posts for vertical or horizontal loading
Project Job no.
James G. Pierson, Inc. Summer Creek Apartments
Consulting Structural Engineers Location anon orate
Tigard,OR 8/5/2020
6I0 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Precision Rail of Oregon Page 4 of 13
CHECK BOTTOM RAILS 15/16" -�
Check bottom rails for wind loads or 50 lbs over 1 sq,ft.
;L=5 ft;is desired maximum spacing of posts. ;L=5.00 ft
100 Series Bottom Rail
OD
;Ivertloob=0.048 in4
� t
;Ihorzloob=0.104 in4
;Svertloob= Ivertioob/1.0625 in= 0.05 in3 c-a
;Shorztoob=Ihorzloob/0.468 in=0.22 in3
50 lbs over 1 sq.ft. Use 50 lb point load at midspan
L
;M=50 lb*L/4=62.50 lb_ft
100 SERIES BOTTOM RAIL
Check for vertical loading direction:
100 series stress;fbloo=M/Svertloob = 16601.56 psi
Bottom rails okay for the 50 lb point load
Project Job no.
James G. Pierson, Inc. Summer Creek Apartments
Consulting Structural Engineers Location Ha
Tigard,OR 8/5/2020
610 S.W.Alder,Sufic 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.
Precision Rail of Oregon Page 5 of 13
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 Ibs)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= 100.00
Allowable shear in each screw:
5.4.3 Screw Shear and Bearing
The shear force on a screw shall not exceed the least of:
I) 2 F.,D r,ln,,. (Eq. 5.4.3-1)
If the screw is countersunk, one-half the depth of the
countersink shall he deducrerl frnm r,
2) 2F„r Dr;in (Eq. 5.4.3-2)
3) 4.2023De F;e2/n,.for r2 s ri (Eq. 5.4.3-3)
4) Pe,/(1.25 nx) (Eq. 5.4.3-4)
; Ftuscrew=38000 psi
;dscrew=0.19 in ;#10 screw
;nu= 1.95 ;asd factor
;nu=3 ;factor of safety
;tt =0.1 in ;thickness bottom rail
;t2=0.1 in ;thickness post
;Pns = 1526 lbs ;ESR-3332 report
;1) ;2*Ftuscrew*dscrew*tl/nu=740.51 lbs
;2) ;2*Ftuscrew*dscrew*t2/nu=740.51 Ihs
;3) ;4.2*(t23*dscrew)5*Ftuscrew/ns=733.31 lbs
;4) ;Pns/(1.25*nu)=406.93 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
Project Job no.
James G. Pierson, Inc. Summer Creek Apartments
Consulting Structural Engineers r01dti" Dare
Tigard, OR 8/5/2020
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Chest Sheet no.
Precision Rail of Oregon Page 6 of 13
Posts � •�
2 3/8" x 2 3/8" Posts
All of the railing systems use the R Series Post
R Series Post (SAPA part 36430)
Posts for this project are mounted a maximum distance of 7"below
decking for an effective post height;H4s=49 in
;Ixt =0.935 in4
;132=0.935 in4
;Sxi =Ixt/1.188 in= 0.79 in3
;S32=I32/1.188 in=0.79 in3
For 49"tall posts(fascia mounted), 5'0"max spacing ;L=5.0 ft
Per IBC ;M3=200 lbs*(H48) =9800.00 lb_in
Per IBC ;M4=50 lbs/ft*L*(Has) = 12250.00 lb_in
Balcony Posts—49"height
;Fb3=M3/Sxt=12451.76 psi ;or;Fba=M4/Sxi= 15564.71 psi
Allowable; Fb=19.49 ksi
Deflection Check
;D3=200 Ibs*(H48)3/(3*E* Ix2)=0.84 in
;D4=50lbs/ft*L*(H43)3/(3*E*132)=1.05in
;Dan=49 in /60=0.82 in ;(similar to buiding deflection limits IBC
Table 1604.3 for other components of the building)
Project Job no.
James G. Pierson, Inc. Summer Creek Apartments
Consulting Structural Engineers Location Date
Tigard, OR 8/5/2020
610 S.W.Alder,Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Chen Sheet no.
Precision Rail of Oregon Page 7 of 13
POSTS - SHEAR
Check shear in post walls
Circumference of resisting area for screw pull-thru
;Cs.=0.2 in*pi =0.63 in
Post wall thickness ;t, =0.10 in ; (13503)
;Areal =Cscrew*t, =0.06 in2
;V=Area,*Fsnear/1.65=761.60 lbs ;> 100 lbs
Check Posts for Shear
;fy=300 lbs/(2*2.375 in"ti)=0.63 ksi ;not an issue
CHECK RAIL SPLICES
Check hat channel(SAPA 25877)rail splices. These members,when
used,are located at rail splices over posts
;Mhat=200 lbs*6 in=1200.00 lb_in
2.To join a straight connection,butt joint over the
Hat Channel (SAPA part 25877) center of a post. Reinforce the joint with 8#10 x
3r4"screws, tastened through pre-drilled holes,
;Sverthat=0.0736 in3 to a splice centered between the rails. Attach
;Shorzhat=0.149 in3 top rail to the post with 4 #8 x 1/2"screws.
;Fbvert=Mnat/Sverthat=16304.35 psi .,
;Fbhoa=Mhat/ShOrznat=8053.69 psi Ut '�
atewef .
0 ALUM n.
i06�5 ALUM
i
;Fty/1.65 = 21212.12 psi ' "O""E"""CE
•
.cx nw pe
;Fe = 19487.18 psi
.o.,
Hat channels are okay i
raim Job no.
James G. Pierson, Inc. Summer Creek Apartments
Consulting Structural Engineers Date
Tigard, OR 8/5/2020
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 8 of 13
POST MOUNTING BRACKETS
Check screws:
Fascia Mount Diagram
;vscrew=300 lbs*(H48)/(4.5 in*2)=1633.33 lbs
Allowable Shear screw; Vscrewanow= 120 ksi*.2*.7=16.80 ksi
Shear area required ;vscrew/Vscrewanow=0.10 in2 j'-!! i
Use 5/16"Q x Ys'long Tonc Drive Flate Head self drilling screws i 1 I
Vertical load is shared between(4)screws or;300 lbs/4=75.00 Ibs;each
—okay
Check Bending in Bracket
;fbxbracket=300 lbs*(H48)/(5.825 in4/1.5 in)=3785.41 psi ;out-of-plane
direction
;fbybracket=300 lbs*(H48)/(7.204 in4/3 in)=6121.60 psi ; in-plane of deck
Fascia Bracket okay for loads.
Project Job no.
James G. Pierson, Inc. Summer Creek Apartments
Consulting Structural Engineers Lo`a11Oe Dam
Tigard,OR 8/5/2020
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 9 of 13
PICKET RAILING
Picket Railing systems use the Series 200 top rail, standard R series posts,and 100 series bottom rail
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Check Pickets f t)
5/8" SQUARE PICKET
Design Loads-Infill: 50 lbs over 1 sq. ft design load Area is 0.115 in'2
Perimeter w 2.483 in
min 2 pickets resist that load so use 25 lb point load for centroid.with respect to Sketch Orion(in)
x — o
design r - 0
;Mpicket=25 lbs* 48 in/4=300.00 lb_in mertio with respect to Sketch Origin(in):
Inertio tensor(in 4)
;Ixpicket=0.006 inA4 Ixx w 0.006
Ixy w 0
lyx w 0
;Sxpicket= Ixpicket/0.3125 in=0.02 inA3 Iyy 0.006
Polar Moment of Inertia w 0.013 in"4
Fbpicket=Mpicket/Sxpicket=15625.00 psi ---
Mee Mtoments of Inertia with respect to Principal Ases(in"4):
Is w 0.006
ly w 0.006
Polar klomenl of Inertia w 0.013 In'''at
Pickets okay for 48" height Rotation Angle from projected Sketch Origin to Principal Axes(degrees):
About z axis - 0
Radii of Gyration with respect to Principal Acces(in):
RI w 0.236
R2 w 0.236
Project Job no
James G. Pierson, Inc.
Summer Creek Apartments
•
Consulting Structural Engineers Location Dare.
Tigard,OR 8/5/2020
610 S.W.Alder,State 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Client Shad no.
Precision Rail of Oregon Page 10 of 13
FASCIA BRACKET INTO BLOCKING
(Detail 1/A6)
Max;L=5ft
;H= 42 in+4 in=46.000 in
Per IBC
• ;M1 =200 lbs*(H) =9200.000 lb_in
;M2=50 plf*L*(H) =11500.000 lb_in ; (50p1f controls)
;M21nd=M2* 1.6=18400.000 lb_in ;(LRFD)
;V=300 Ib;(ASD)
;Vlrrd=V* 1.6=480.000 lb ;(LRFD)
Anchor Tension ;AT= M2/4.5 in=2555.556 lb; (ASD)
2 anchors per side ;Ts=AT/2=1277.778 Ib; (ASD)
;Tsnrd=Ts* 1.6=2044.444 lb; (LRFD)
Try 3/8"diameter lag bolts and assume DF,
;Tallow=305 lb*1.6=488.000 Ib; per inch embedment
Embedment requirement is: ;T=Ts/Tallow =2.618 ;inches
Use(4)3/8"x 5"fully threaded SS lag screws at each post location.
Secure blocking against rotation with 4 Simpson DTT2Z anchors or SDS screws on each side.
Dt1D.7 iAt PICKET VINYL A
ts'sil 5ERiE5 RCS
E'FA$CIA BRACKFT ATM:RFD"K IAl
14 Ill 4X5'FULLY THREADED LAG SCRE S
111 j*iTT1Jpr
.
rill ,..
I. .I
-IY,oR i2;-2x ELCCIlJNG ANCH3RED
Ensure fasteners are ANI>CIRS ISOSSCtif_Y SCREWS
not within 1-1/2" of ENDANDA35'S
top of bottom of trim
or framing
Project Job no.
James G. Pierson, Inc. Summer Creek Apartments
Location Date
Consulting Structural Engineers
Tigard, OR 8/5/2020
610 S.W.Alder.Suite 918 Portland,Oregon 97205
Tel:(503)226-1286 Fax:(503)226-3130 Chem Sheet no.
Precision Rail of Oregon Page 11 o1 13
FASCIA BRACKET INTO BLOCKING AT CONCRETE DECK
(Detail 1/A7)
Max;L=5 ft
;H =42 in+7 in=49.000 in
- Per IBC
;M1 =200 Ibs*(H) =9800.000 lb_in
;M2=50 plf*L*(H) = 12250.000 lb_in ;(50p1f controls)
;M2irtd=M2* 1.6=19600.000 lb_in ;(LRFD)
;V=300Ib;(ASD)
;Vifri=V* 1.6=480.000 lb;(LRFD)
Anchor Tension;AT=M2/4.5 in=2722.222 lb; (ASD)
2 anchors per side ;Ts=AT/2=1361.111 lb; (ASD)
;Tsurd=Ts* 1.6=2177.778 lb; (LRFD)
Try 3/8"diameter lag bolts and assume DF,
;Tallow=305 lb* 1.6=488.000 lb;per inch embedment
Embedment requirement is: ;T=Ts/Tallow =2.789;inches
Use(4)3/8"x 5"fully threaded SS lag screws at each post location.
Secure blocking against rotation with 4 Simpson DTT2Z anchors or SDS screws on each side.
BR100 W/PICKET VINYL&
100 SERIES RCS
4X OR(2)2X BLOCKING ANCHORED
t BACK TO THE JOISTS IN/DTT2Z
-...� ANCHORS OR SOS SCREWS INTO
END AND A35'S
-� 6"FASCIA BRACKET ATTACHED W/(4}
I■1 "X5"FULLY THREADED LAG SCREWS.
.I �I,
I I11,
�'_''4E1
Ensure fasteners are
not within 1-1/2" of
top of bottom of trim
or framing members.
Project Job no
James G. Pierson, Inc.
Summer Creek Apartments
Consulting Structural Engineers Location Date
Tigard,OR 8/5/2020
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 12 of 13
POST AT STAIRS
(Detail 1/A8)
Max;L=5 ft; BR100 WI PICKET VINYL&
100 SERIES RCB
;H=36in
3"X STAIR STRINGER BY OTHERS
• Per IBC y
;M1 =200lbs*(H) =7200.000lb_in !!! ;"X3'X8 ANGLED BASE PLATE
;M2=50 plf*L*(H) =9000.000 lb in ;(50p1f controls) ATTACHED WI(4))VX6'FULLY
THREADED LAG SCREWS.
Anchor Tension;AT=M2/2 in=4500.000 lb
2 anchors per side ;Ts=AT/2=2250.000 lb ;(ASD) TYP
Try 3/8"diameter lag bolts and assume DF,
;Tallow=305 lb*1.6=488.000 lb;per inch embedment
Embedment requirement is: ;T=Ts/Tallow=4.611 ;inches
USE (4)3/8"diameter fully threaded SS lag screws with 6.15 in min embedment at each post location.
•
/— V.I.F.
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ih
Project Job no.
James G. Pierson, Inc. Summer Creek Apartments
Consulting Structural Engineers Location Date
Tigard,OR 8/5/2020
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 13 of 13