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4La( 7/9 414_. SCR ! S 2c) 0 October 31, 2017 eucri -` James G. Pierson, Inc Steve Koch Precision Rail of Oregon 'i PO Box 412. at Ai\ �ticl�E�P� Gresham, OR 97030 ELL— Analysis of Residential Guardrail System Precision Rail Dear Mr. Koch: James G. Pierson, Inc. is pleased to submit this report which summarizes the results of the analysis of Precision Rail's Residential Guardrail System. Precision Rail of Oregon distributes aluminum, stainless steel cable, and glass railing systems for decks and stairs using aluminum products marketed under the trademark Alumarail. Previous versions of the Residential Guardrail System report prepared by Pierson,Inc. 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 Building Code and 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 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 PRODUCT DESCRIPTION The Precision Rail Residential Railing System consists of extruded 6005-T5 aluminum alloy framing members(posts and rails)with aluminum balustrades(for which Precision Rail uses the term "pickets") or glass balustrade panels or stainless steel cables. (Balustrade material is designated "infill" in the industry.) Aluminum members are connected with cadmium-coated Torx Drive flat head steel screws and coated with a pigmented enamel finish for durability and aesthetics or Type 304 SH stainless steel flat head screws. The railing systems are typically sold for use as exterior residential guardrails on balconies, decks,porches, stairs and similar installations where railings are required or desired. These systems are designed to be partially field-fabricated using stock components. The frames are designed to attach the systems to structures composed of wood and other components. The screw and lag connectors used to connect to the supporting structures should be either hot dipped galvanized steel or stainless steel. The top railing for these systems is offered in rounded cross-sectional configurations (Series 100 and 999) or flat configurations(Series 375 and 200). Railing sections are fabricated for 5-foot spacing for glass infill systems between vertical posts or up to 6-foot spacing for other infill. These sections are attached to a short railing block which in turn is attached to the vertical posts. The posts are attached to mounting brackets which are attached to the deck or balcony framing. STANDARDS Precision Rail products are marketed in the western United States. Therefore, it was determined that standard used for analysis should be the minimum loads specified in the 2015 International Building Code(IBC)and the 2015 International Residential Code (IRC) which are the basis for state building codes in the Western United States. Guardrails and handrails are required by both codes where safety from falling is involved in the design and construction of buildings.A subset of the load provisions of the IBC are incorporated into the IRC which is widely used by state building code organizations as the minimum standard for construction of one-and two-family dwellings as well as townhouses. The IBC covers other types of residential such as multi-family structures (condos, apartments, mixed use buildings). It was determined that the loading provisions of Section 1607.8.1 of the IBC is the more conservative of the two codes that apply to the Precision Rail residential railing systems. A copy of the key code sections is attached. Per the IBC,Railing Systems are required to withstand a specified loading of 200 pounds applied in any direction or 50 pounds per linear foot to the top rail of guardrails. The IBC exempts the 50 plf requirement for one- and two- family dwellings and this uniform load is not included in the IRC. The top rail load is not required to be concurrent with any other loads. Consulting Structural Engineers 610 S .Alder Street,Suite 918, Portland,Oregon 97205 Tel (503)226-1286 Fax (503)226-3130 Components of the rail system (pickets, glass panels, cables, bottom rails)are designed to resist a 50 lb force in any direction over a one foot square area(same requirement in both the IRC and IBC codes) The terminology of the IBC "be designed to resist" was interpreted to mean that the railing system being analyzed would resist the forces applied without any material yielding (breaking or permanent bending). Because railing system members are not considered to be structural components of a building,the material deflection limit requirements do not apply; however, it is obvious that a railing system must resist minimum loads without plastic a deformation that would compromise safety. Thus,the analysis utilizes allowable stress design(working stress design). The analysis provides a suitably conservative demonstration that the residential guardrail system meets the applicable code requirements. ANALYSIS RESULTS The analysis is elaborated as follows: • Calculations Pages 1 - 28 . Section Properties Pages S1 -S20 • Code References Pages Rl - R3 We are pleased to submit this report.Please call us if questions arise. Sincerely yours, 'CR�CTLJ �R� PROtt? los co Ira x34. Lis f 9 1, OREGON ti, Of s ch 19 c R. G� , ° 4 taTss 1 IpNt1y EXPIRES: 6-30-19 I MIRES 10/13119 Peder Golberg, P.E., S.E. - Principal Consulting Structural Engineers 610 S .Alder Street,Suite 918, Portland,Oregon 97205 Tel.(503)226-1286 Fax.(503)226-3130 Residential Series Aluminum Railing Systems Task: Check for conformance to the 2015 IRC and 2015 IBC using the 2015 Aluminum Design Manual, 10th edition. One or Two family dwellings - IRC is the controlling code Multiple family dwellings (apartments, condos, hotels) and other commercial applications - IBC is the controlling code and the design of those types of guardrails systems is beyond the scope of this analysis. IRC Table R301.5: Guardrail & Handrails 200 lbs any direction at top rail Guardrail in-fill 50 psf over a 1 ft sq. area (balusters, fillers, glass, cables, etc) Glazing requires a safety factor of 4 IBC Section 1607.8: Similar to above IRC except they add a design requirement of 50 plf load to the top rail in any direction (comes into play when posts are spaced over 4 ft o/c Guardrail Height:; H36 = 36 in ; or; H42 =42 in ;check both Aluminum Properties: Extruded 6005-T5 ;FL = 38 ksi ;Fty =35 ksi ;F'c,, = 35 ksi ;Fshear =20 ksi ;Fbearing =56 ksi ;E = 10000 ksi ;Fbl = F'cy / 1.65 = 21212.121 psi ;(ASD) or ;Fb2= Ftu/(1 * 1.95) = 19487.179 psi ;(ASD) ; Fbt = 21212.121 psi ; Fb2 = 19487.179 psi ;Fb = min(Fbl,Fb2) ;Fb = 19487.179 psi James G. Pierson Inc. �°"`�" lob no. Residential Guardrail systems Consulting Structural Engineers Location nate Oregon and Washington 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Client Sheet no. Tel:(503)226-1286 Fax:(503)226-3130 Precision Rail of Oregon Pagi 1 of 28 CHECK TOP RAILS FOR LOADING ;L=6 ft;is desired maximum spacing of posts. ;L=6.000 ft Bending of Top Rail;M=200 lbs*L/4=300.000 lb_ft;or ;M=3600.000 lb in 100 Series Top Rail (SAPA part 13505) 1J ;, ;Svertioo=0.201 in4/1.159 in= 0.173 in3 ;Shorzioo=0.228 in4/1 in=0.228 in3 x,_11 P i -- � C L 200 Series Top Rail (SAPA part 25878) ;Svert200=0.249 in4/1.199 in=0.208 in3 ;Shorzzoo=1.442 in4/1.75 in=0.824 in3 r N 375 Series Top Rail (SAPA part 31836) ;Svertaoo=0.382 in4/1.382 in= 0.276 in3 ;Shorz3oo=0.295 in4/0.875 in=0.337 in3 j Ii �lq 999 Series Top Rail (SAPA part 29811) r —�\ ;Svertsss=0.228 in4/1.23 in= 0.185 in3 'ems ;Shorzss9=1.30 in4/1.75 in=0.743 in3 �f�l i Check smallest section(100 series)for vertical loading direction ;fbvert=M/Svertioo=20758.209 psi ;>19,500 psi (for 100 Series) = "No Good" Check next smallest section(999 series) ;fbvert=M/Svert99s;;fbvert=19.421 ksi;<19,500 psi (for 999 Series-other sizes larger) i.e. maximum post spacing is;V-6";for 100 series unless balusters or glass panels used to share any vertical load between top and bottom rails-then 6 ft max.spacing would also be okay All other rail series okay for 6 ft spacing of posts for vertical loading) Check smallest section(100 series again)for horizontal loading condition ;fbhorz=M/Shorzioo =15789.474 psi; <19,500 psi (for 100 Series) i.e. maximum post spacing of 6'-0"okay for horizontal loading of all series of the top rails James G. Pierson Inc. Project Job no. Residential Guardrail systems Consulting Structural Engineers tion Loca Date 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Oregon and Washington 10/31/2017 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Pagi 2 of 28 RAIL CONNECTIONS The top rail sections either slide over connection blocks or are attached to the top of the posts. In either case,(2)#10 self-drilling steel screws are used to make the connections. The connection blocks are attached to the sides of the vertical posts with (2)#10 self-drilling steel screws. In most cases,the 300 lb maximum load is shared by(4)screws but if the load(200 lbs)is placed at the end of a rail,iti can be supported by just(2)screws. Maximum shear is each screw ;v=200 lbs/2=100.000 Allowable shear in each screw: Minimum;Fyscrew=10500 psi ;dscrew=0.0175 in2 #10 screw ;Vauow=Fyscrew*dscrew=183.750 ;"Okay" Allowable Tension Min.Tensile Strength of Screw; Ftscrew=60 ksi ;Taw=Ftscrew*0.38*dscrew=399.000 lbs #10 screws are okay for rail to post connections Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Oregon and Washington Date 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Pal&3 of 28 Posts All systems use the R Series Post for 36"or 42"height R Series Post (SAPA part 36430) ;Sri =0.935 in4/1.188 in= 0.787 in3 For 40"tall posts(fascia mounted), 6 ft max spacing ;L6=6 ft Per IRC ;Mi=200 lbs*(H36+4 in)=8000.000 lb_in Per IBC ;M2=50 lbs/ft*L8*(H38+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 ;Fbl=Mu/Sxt=10164.706 psi ;or;Fb2=M2/Sxt=15247.059 psi Taller Posts—46"height ;Fb3=M3/Sri=11689.412 psi ;or;Fba=M4/Sri=17534.118 psi Allowable;Fb=19.487 ksi R Series Posts are good for either code and bending at a height of 46"or less(fascia mounted 4"below deck,worst case) James G. Pierson Inc. Project Job no. Residential Guardrail systems Consulting Structural Engineers Location Date 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Oregon and Washington 10/31/2017 Client Sheet ao_ Tel:(503)226-1286 Fax:(503)226-3130 Precision Rail of Oregon Pagi 4 of 28 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=Csaaw*tt=0.063 in2 ;V=Areal*Fshear/1.65=761.598 lbs ;>100 lbs Check Posts for Shear ;f„=300 lbs/(2*2.375 in*ti)=0.632 ksi ;not an issue 2.To join a straight connection,butt joint over the center of a post.Reinforce the joint with 8 410 x CHECK RAIL SPLICES 3/4"screws,fastened through pre-drilled holes, to a splice centered between the rails.Attach top rail to the post with 4 48 x 1/2"screws. Check hat channel(SAPA 25877)rail splices. These members are located at rail splices over posts yam, ;Mhat=200 lbs*6 in=1200.000 lb in 6pY,h'X MSV Hat Channel (SAPA part 25877) ;Sverthat=0.0736 in3 ;Shorzhat=0.149 in3 , ;Fbvart=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 oca°o° Oregon and Washington Date 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax(503)226-3130 Client Sheet no. Precision Rail of Oregon Pag§5 of 28 POST MOUNTING BRACKETS Check screws: Fascia Mount Diagram ;Vscrew=300 lbs*(H42+3 in)/(4.5 in*2)=1500.000 lbs rigcl 11 Allowable Shear screw; Vscrewanaw=120 ksi*2*.7=16.800 ksi Ei Shear area required ;vscrew/Vscrewaiiow=0.089 int (I i )) Use 5/16"$x1/2"long Torx Drive Flate Head self drilling screws Vertical load is shared between(4)screws or;300 lbs/4=75.000 lbs; each—okay Check Bending in Bracket ;fbxbracket=300 lbs*(H42+3 in)/(5.825 in4/1.5 in)=3476.395 psi;out-of- plane direction ;fbybracket=300 lbs*(H42+3 in)/(7.204 in4/3 in)=5621.877 psi;in-plane of deck Fascia Bracket okay for loads. Project Job no. James G. Pierson, Inc. Residential Guardrail systems Loca Consulting Structural Engineers tion nate Oregon and Washington 10/31/2017 610 S .Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax (503)226-3130 Cliert Sheet no. Precision Rail of Oregon Pag6 6 of 28 OTHER FOUR WALLED BRACKETS Other sleeve type brackets used have to receive sleeve Icoated a distance from the attachment plates for decks withich have framing recessed behind the edge of the deck. All brackets have four walls. The brackets all resist bending of the post by resistance by the two opposite walls of the bracket sleeve rather than side screws. Therefore,the 5/16" diameter screws could be%4'diameter in these bases. Bracket 35757 ;Smin= 13.768 in4/3.82 in=3.604 in3 ;Fb =300 lbs*(H42+3 in)/ Smin=3745.642 psi ;-okay By Inspection,shear at post bracket is okay James G. Pierson, Inc. Project bno Residential Guardrail systems Consulting Structural Engineers Location Date 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Oregon and Washington 10/31/2017 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Pag$7 of 28 FASCIA BRACKET TO DECK CALC ;M4 =1150.000 Ib_ft ;for 42"rail and IBC loading(6 ft o/c posts) Min fascia joist size required=2x8 sawn members Check;F.=625 psi ;T=M4/(4 in*2) ;T=1725.000 Ib;each bolt ;fes=M4/(4in*2.5in*3in*0.5) ;fc =920.000 psi Use 5x5x1/4"plates with hole to match bracket(4"apart) Reaction in blocking due to moment ;R=M4/14.5 in;R=951.724 lb Simpson LUS26-2 hangers. Uplift cap.;U=1140 lbs*.64*1.33;U=970.368 lb Corner Fascia Brackets (SAPA part 35930) ;Ivert3593o=4.287 in4 ;Ihorz3593o=17.814 in4 These are with respect to principal axis orientated aling the diagonal dimensions of the posts ;Sy3593o=Ivert3593o/2.116 in ;Sy3593o=2.026 in3 Sx3593o=Ihorz3593o/3.805 in=4.682 in3 ;Fbmax=300 lb*(H36+3 in)/Sy35930=5774.948 psi ;-okay Bracket not recommeded for wood framed decks Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Date Oregon and Washington 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Pag%8 of 28 `R t)PRa A�` -- -- m c, *GINFF �O gAss Q 4,,4k �1B346PE'P of tAse� RAILING SYSTEM WITH POST 42"MAXIMUM s Fao 't 'vet HEIGHT.EXPOSURE B.135 MPH MAXIMUM � WIND.MAXIMUM 25'BLDG HEIGHT ,� - OREG•N t, �) •. OR 30 PSF NOMINAL WIND PRESSURE. Q' F '66 19 \ _'9 41 DECKING RESIDENTIAL POST FR Gov(?) FASCIA MOUNTING (4)5"LEDGERLOK FASTENER EXPIRES b-30-19 ` r-4" 1-a" r-a" 1-a" 1'4" 1'_4" gtorreL �►mr. - _ PRO 1 Dews S 12/13/19 h1 DOUG FIR 2X FRAMING �_- 1 SLI PRECISION RAIL 10736 ER FOSTER WAD 077 g I i I (4)SIMPSON A3- POMO!, wn = DOUG FIR 6X6 BLOCKING SECTION- Qf2 g I,) WITH(4)16d EACH END 01 1/2"_ 1- 0 N y4 4 4 I v 2 2 2J 74-En CO ti p' O Q Wtn l- J_i Q �JNY Q V IO ID F C'J 0] 7J�W 0Oa QoU U U' a I 5., 0- RAILING SYSTEM WITH POST 42"MAXIMUM . -— I HEIGHT.EXPOSURE B.135 MPH MAXIMUM ' WIND.MAXIMUM 25'BLDG HEIGHT ' OR 30 PSF NOMINAL WIND PRESSURE. DECKING RESIDENTIAL POST W W 222 FASCIA MOUNTING (4)5"LEDGERLOK FASTENER (/) � 2 0777 I a Ihh• Cl)Z J Q 0 ! } DOUG FIR PERIMETER JOIST FM I J O 'JcoW S -JV iDiD ��_ 2 . Q I J N W Q C7 U a I 0 a 5 c0i (4)SIMPSON A3= Ili � o • C o ®SECTION J Q DOUG FIR 6X6 BLOCKING WITH (4)16d EACH END (;- SECTION 1/2"= 11-0" g LL' 11 Q S RAILING SYSTEM WITH POST 42"MAXIMUM HEIGHT.EXPOSURE B.135 MPH MAXIMUM WIND.MAXIMUM 25'BLDG HEIGHT. RESIDENTIAL POST EQUALLY SPACED EQUALLY SPACED OR 30 PSF NOMINAL WIND PRESSURE. CABLE 4'-0"MAXIMUM CABLE 4'-0"MAXIMUM GLASS 5-0"MAXIMUM GLASS 5-0"MAXIMUM PICKET 6'-0"MAXIMUM PICKET 6'-0"MAXIMUM DECKINGireiiiMIIMIIIII DOUG FIR PERIMETER JOIST , DATE 22W15 PLAN VIEW-TYP DECK FRAMING ' ____KI' SCALE: O � r 1 N= 1 V-0" (4)SIMPSON A3. DRAWN: em DOUG FIR 6X6 BLOCKING JOB: WITH(4)16d EACH END (-. SECTION SHEET ®11/21= 0I 1 TOP MOUNTED BASEPLATE Posts attach to plate at interior holes and is attached to substrate(deck)at hole located near the edges. ;OTM=300 lbs*(H36+.375 in) ;OTM=10912.500 lb_in Tension in post base screw connections is;T=OTM/(1.9375 in*2);T= 2816.129 lbs SAE Grade 5 screws ;Fts.,„=120 ksi*.75=90.000 ksi ;Ascrewreg=T/Ftscrew ;Ascrewreg=0.031 in2 Try%4"diameter screws ;Ascrew=0.0318 in2 ;Fvscrew=120 ksi*.60/3*.7; Fvscrew=16.800 ksi Use(2)%4"diameter x 2"long SAE Grade 5(min.)self tapping Torx drive Hate head screws(1 W min. Embedment into post) Baseplate for 42"tall posts ;OTM42=300 lbs*(H42+.375 in) ;OTM42=12712.500 lb_in Tension in post base screw connections is;T42=OTM42/(1.9375 in*3);T42= 2187.097 lbs SAE Grade 5 screws ;Ftscrew=120 ksi*.75=90.000 ksi ;Ascrewreg=T/Ftscrew ;Ascrewreg=0.031 in2 Try.K"diameter screws ;Ascrew=0.0318 in2 ;Fvscrew=120 ksi*.60/3*.7; Fvscrew=16.800 ksi Use(3) %4"diameter x 2"long SAE Grade 5(min.)self tapping Torx drive Hate head screws(1 %"min.Embedment into post) ;Per IRC,load on post is 200 lbs(not 300 lbs) Use 5/16"diameter screws (greater capacity than W) James G. Pierson Inc. P°JeC` Job no. Residential Guardrail systems Consulting Structural Engineers Loca°n" nate 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Oregon and Washington 10/31/2017 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Page1p0 of 28 CHECK TOP MOUNTED BASE PLATE BENDING 3/8"x5"x5" plate ;Tplate=OTM/3.75 in=2910.000 lb ;Bending=OTM/(5 in*(5 in)2/6); Bending=523.800 psi ;d=2.22 in ;T=Bending*d/2*5 in;T=2907.090 lb Plate bending is maximum below edge of post or 1.3125"from plate edge P2=(2.22 in—1.3125 in)/2.22 in*Bending=214.121 psi ;Mmax=((P2*1.3125 in2/2)+((Bending—P2)*1.3125 in2/(2)*(2/3)))*5 in ;Mmax=1380.007 lb in ;Fb=Mmax*6/(5 in*.375 in*.375 in)=11776.062 psi Okay Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location nate Oregon and Washington 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax(503)226-3130 Client Sheet no Precision Rail of Oregon Pagell1 of 28 CHECK 5x3 BASE PLATE BENDING 3/8"x 3"x 5" plate ;Tpiate2=OTM/2.38 in=4585.084 lb ;Bending2=OTM/(3 in*(5 in)2/6); Bending2=873.000 psi ;d=2.22 in ;T=Bending2*d/2*3 in;T=2907.090 lb Plate bending is maximum below edge of post or.3125"from plate edge ;P3=(2.22 in—.3125 in)/2.22 in*Bending=450.067 psi ;Mmax2=((P3*.3125 in2/2)+((Bending—P3)*.3125 int/(2)*(2/3)))*5 in ;Mmax2=390.017 lb in ;Fb=Mmax2*6/(5 in*.375 in*.375 in)=3328.149 psi Okay James G. Pierson Inc. "°'�` lob no. Residential Guardrail systems Consulting Structural Engineers Location Date 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Oregon and Washington 10/31/2017 Client Sheet no Tel:(503)226-1286 Fax:(503)226-3130 Precision Rail of Oregon Page1f2 of 28 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 ;Tana„=305 lb/in*1.6*2.78 in;, 5"long lag,2 25/32"embed 1.6 Cd wood factor ;Tallow= 1419.775 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. James G. Pierson, Inc. Project 1 "°_ Residential Guardrail systems Consulting Structural Engineers Location Date 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Oregon and Washington 10/31/2017 Tel:(503)226-1286 Fax(503)226-3130 Cl1Qnt Sheet no. Precision Rail of Oregon Page1$3 of 28 4 I 3 47 2 I 1 Parts List ITEM QTY PART NUMBER DESCRIPTION 1 1 BP-5X5-STD-30248 .375 ALUM PLATE 5.00 .- 3.43 4.38 NOTES: - -.---1.57---.- 1. PART TO BE FREE OF ALL BURRS AND SHARP EDGES. 40.63 2. THIS BASEPLATE TO BE USED WITH SAPA HEAVY COMMERCIAL B (4X)00.44 THRU (DIE NO.30248). (4X)R0.63 B © © 1.57 (6X)00.38 THRU \/00.65 X 82° 2.50 O O , 3.43 9 O O 5.00 O O I _0_ A DRAWN A TIM 7/3/2007 SAPA PROFILES,INC. CHE N F 63 MFG APPROVED BASEPLATE,5X5,STD,HVY COMM,DIE 30248 7 SIZE DWG NO REV B BP-5X5-STD-?0248 1 SCALE 'SHEET 1 OF 1 4 I 3 I/ 2 I 1 SIMPSON Anchor DesignerTM Company: Pierson, Inc. Date: 12/15/2015 Engineer: Golberg Page: 3/5 Strong-Tie Software Project: Version 2.4.5673.50 Address: 610 SW Alder#918 010 Phone: 503-226-1286 E-mail: Peder@jgpierson.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue(Ib) V.(Ib) V.(Ib) 4(Vuax)2+(Vuay)2(Ib) 1 1799.2 -80.0 0.0 80.0 2 1799.2 -80.0 0.0 80.0 3 0.0 -80.0 0.0 80.0 4 0.0 -80.0 0.0 80.0 Sum 3598.4 -320.0 0.0 320.0 Maximum concrete compression strain(%o):0.30 <Figure 3> Maximum concrete compression stress(psi):1290 Resultant tension force(Ib):3598 02 Resultant compression force(Ib):3598 Eccentricity of resultant tension forces in x-axis,e'm(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'va(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 Mil illr X 04 03 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 tbNsa(lb) 5600 0.75 4200 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kc2aJfAll.5(Eq.D-6) kc Aa fc(psi) her(in) Nb(lb) 17.0 1.00 3000 2.500 3681 tbNcag=0(Arvc/ANco)Wec,NWed,NWeNWcy,NNb(Sec. D.4.1 &Eq.D-4) ANc(in2) AN.(in2) WecN Wed,N WC,N Wcp,N Nb(Ib) 0 ONcbg(Ib) 84.38 56.25 1.000 1.000 1.00 1.000 3681 0.65 3589 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) (4Npn=01 ,,PAaNp(fc/2,500)"(Sec.D.4.1,Eq.D-13&Code Report) Pc,P Aa Np(Ib) fc(psi) n 0 0Np"(lb) 1.0 1.00 2775 3000 0.50 0.65 1976 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 17 of 28 SIMPSON Anchor Designer TM Company: Pierson,Inc. Date: 12/15/2015 Engineer: Golberg Page: 4/5 Strong-Tie Software Project: Version 2.4.5673.50 Address: 610 SW Alder#918 Phone: 503-226-1286 E-mail: Peder@jgpierson.com 8.Steel Strength of Anchor in Shear(Sec.D.6.11 V.(Ib) Ogrout 0 4tØVV8(Ib) 1800 1.0 0.65 1170 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2.) Shear perpendicular to edge in x-direction: Vax=minj7(/e/de)02ida2allf'ccel1.5;9A. ifcCai1-51(Eq.D-33&Eq.D-34) le(in) da(in) ,2a fc(psi) cal(in) Vbx(Ib) 2.50 0.38 1.00 3000 9.75 10446 tVcaxpr=0(Avc/Avco)Vac,vWeavnvWn,vVnx(Sec.D.4.1 &Eq.D-31) Ave(int) Avco(in2) P8C v 'Ye4v `I'cv Tf,,v Vnx(lb) 0 OVmgx(lb) 121.88 427.78 1.000 0.823 1.200 1.710 10446 0.70 3519 Shear parallel to edge in x-direction: Vey=mint7(/e/de)o.2Ida i.o/f'ccar1s;9Aa1IfcCaf'5l(Eq.D-33&Eq.D-34) la(in) da(in) Aa fc(psi) cal(in) Vny(Ib) 2.50 0.38 1.00 3000 6.00 5043 014agx=0(2)(Avo/Avco)Pec,v Pecv%'c,vn,vVay(Sec.D.4.1 &Eq.D-31) Avc(in2) Avco(in2) Pec,V ''e4v Pc,v Yi,,v Vby(Ib) 0 $Vcayx(Ib) 93.75 162.00 1.000 1.000 1.200 1.342 5043 0.70 6578 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) �V =�kc�N�y=¢kcy,(ANc/ANco)Y'ec,N rJea,NY'c,N'YcpNNt(Eq.0-41) kcn Anrc(in2) ANcc(in2) Wec,N We4N WcN Wcp,N Nb(Ib) 0 mV,ps(Ib) 2.0 126.56 56.25 1.000 1.000 1.000 1.000 3681 0.70 11594 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,N.(Ib) Design Strength,eiN5(Ib) Ratio Status Steel 1799 4200 0.43 Pass Concrete breakout 3598 3589 1.00 Pass(Governs) Pullout 1799 1976 0.91 Pass Shear Factored Load,V.(lb) Design Strength,eV„(Ib) Ratio Status Steel 80 1170 0.07 Pass T Concrete breakout x- 320 3519 0.09 Pass(Governs) 11 Concrete breakout y+ 160 6578 0.02 Pass(Governs) Pryout 320 11594 0.03 Pass Interaction check Naa/fNC Vaa/1V5 Combined Ratio Permissible Status Sec.D.7.1 1.00 0.00 100.3% 1.0 Pass 3/813 CS Strong-Bolt 2,hnom:2.875"(73mm)meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtiie.com Page 18 of 28 SIMPSON Anchor Designer TM Company: Pierson, Inc. Date: 12/15/2015 Engineer: Golberg Page: 5/5 Strong-Tie Project: Version 2.4.5673.50 Address: 610 SW Alder#918 Phone: 503-226-1286 E-mail: Peder@jgpierson.com 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.corn Page 19 of 28 � :ii:UR5C.TU q T 42" $. GN V tD ��fsr/0 HEIGHT.EXPOSURE B.RAILING SYSTEM 135MPH MAXIMUM 5 WIND.MAXIMUM 25'BLDG HEIGHT RESIDENTIAL POST rc c' 8 ,6- OR 30 PSF NOMINAL WIND PRESSURE. ,, 5X5 X 3/8"BASE PLATE <1.<1< (4)5/16"DIAMETER X 2" 45 OREGON GRADE 5 CADMIUM PLATEDFQ 1 � (4)5"LEDGERLOK FASTENERSTEEL SCREWS ", M X I M U M 1.-4„ 1'-4" _ 1'-4" _ 1'-4" 1'-4" 1'-4" c - Ro�1EXPRi= . &-30-19 DECKING p t_-.- PRECISION RAIL DOUG FIR 2X FRAMING "I Ea RO 0 f I 1 I I i I I Foaituaro,°oeEs port was LD X 2 X g X� I r:)! j j? (4)SIMPSON A3= aQ¢¢ W22f N f ---,/ a g DOUG FIR 6X6 BLOCKING WITH SECTION I �qqqw g� (4)18dEACHEND � °= 1r-Orr ¢VNO I I I X449 7 Jcn Ij avinb W QW0 I ' dmSY U a I I I W 0 0 a RAILING SYSTEM WITH POST 42"MAXIMUM ILO- i I I HEIGHT.EXPOSURE B.135 MPH MAXIMUM ❑ I I v".4. WIND.MAXIMUM 25'BLDG HEIGHT 471 aaa,�❑�p..��v —-— OR 30 PSF NOMINAL WIND PRESSURE. RESIDENTIAL POST 5X5 X 3/8"BASE PLATE (4)5/16"DIAMETER X 2" GRADE 5 CADMIUM PLATED W (4)5"LEDGERLOK FASTENER STEEL SCREWS CO I— ODD ILI ODD= O»= ----.- C.. D o II _ D ECKI NG iig I I 2I I N2 .' 0 JQO Zocn04 >o o, DOUG FIR PERIMETER JOIST J w� m ecoco - _ F".W S acow (4)SIMPSON A3=- D_, QwQg OgV-- LU DOUG FIR 6X6 BLOCKINGWITH --I Cl.QQdU UU (4)16d EACH END 2SECTION Q W11n_ 1-0o w co} i COI a J © RAILING SYSTEM WITH POST 42"MAXIMUM Q glikHEIGHT.EXPOSURE B.135 MPH MAXIMUM S S WIND.MAXIMUM 25'BLDG HEIGHT RESIDENTIAL POST i OR 30 PSF NOMINAL WIND PRESSURE. EQUALLY SPACED 5X5 X 3/8"BASE PLATE (4)5/16"DIAMETER X 2" EQUALLY SPACED GRADE 5 CADMIUM PLATED CABLE 4'-0"MAXIMUM CABLE 4'-0"MAXIMUM STEEL SCREWS GLASS 5'-0"MAXIMUM GLASS 5-0"MAXIMUM S (4)5"LEDGERLOK FASTENER PICKET 6'-0"MAXIMUM PICKET 6'-0"MAXIMUM ¢ o;'+e zV T� `4.4 .1, DECKING . - " 4 r VI DOUG FIR PERIMETER JOIST it I 1 I OPL AN -TYP DECK FRAMING ,� `, p, �' DATE ,.2T„5 50 i• (4)SIMPSON A3: MIP ,�' SCALE: ' 4.41msio DRAWN: am `qt NAL 10 DOUG FIR 6X6 BLOCKING JOB: WITH(4)16d EACH ENDSECTION SHEET I wows10/13/19 � 01”= 1'-0„ 1 kTTo Q RMUNG SYSTEMTHESE DRAWINGS ARE ONLY W/ -,- --1/‘--MIN HEIGHT RENEWED AND STAMPED FOR AND 5'-0• i SPACING. R POST CONFORMITY TO STRUCTURAL L 4-11EXPOSURE B.80 MP WIND. REQUIREMENTS. -....„.• - MAX JS'BLDG n . _� SXSX3 - BASE PLATE (4X)5'LEOGERLOK FASTENER I ,I $I S DECKING •' DOUG FIR 2X FRAMING Y `` ° Aid101h.. (4X)SIMPSON P.35 i41 ' o S 51 WITH(4)1ldBLOCEA KTEND lie, s:_,, ° o o PLAN VIEW — TYP DECK FRAMING RHUNG SYSTEM /� 4/01'-1.-D W/POST 42'MIN HEIGHT -- RNUNG SYSTEM AND S'-0'MAX C/L SPACING. —R POST W/POST 42'MIN HEIGHT EXPOSURE B.80 MPH MAX WIND. AND 5'-0•MAX C/L SPACING. R POST MAX 35'BLDG HEIGHT.D. EXPOSURE B.80 MPH MAX WIND. 555 X J MAX 35'BLDG HEIGHT. /B• SECTION AT FRAMING BASE PLATE gar X 2' $� 3•.1'-0° 9 558 X 3/6' ( PLATED STEEL BASE PLATE GRADE 5/1 CADMIUM (4X)S'LFASTENOK A PLATED STEEL SCREWS FASTENER (4)3/8"s 2 7/8"Simpson I 111STrong-Bolt 2,6"edge ,I - I distance,min,5"min.slab I IMINNIPAINtN thickness - DECKING—NIZIO { DECKING 0 DOUG FIR PERIMETER JOIST f o DOUG FIR 6X6 BLOCKING , •' ,�likUCTUR�1 WITH(4)Ied EA END , ° 'S ��PKDI' "7 glJ5S Co(20)SIMPSON A35 °° e G�'!�G �Fc��p � �°r •A°8`+i;Vo Recommended Anchor Or 83 �i �I� a +y Anchor Name:Strong-Bolt®2-3/8'0 CS Strong-Bon 2,hnom:2.875"(73mm) • r Code Report:ICC-ES ESR-3037 ,0 4, OREGONti Fps.oh ' 0�" °'ZONAL O °i S2 ,SECTION AT PERIMETER R RCAS 3'-1 EXPIRES: 6-30-19 I t7PRES 121/13/19 S2 SECTION 3'.1'-0 These°rvMnW en S.pap/8°f RseWe,Rel at Oregon end en roe to be npntludd A,wry metwn swept MA S.pmoWlen A Padden Rel or Oregon. PROJECT R ODAM ALUMARAIL RAILING SYSTEM ® BASE PLATE MOUNT PRECISION RAIL OF OREGON Q CONTRACTOR SCAMAS NOTED 10735 SE FOSTER GRESHAM,OR 87288 W.a to PHONE (ao3)672-6363 I REV./ I AMC.' I BY/DATE I 6MRN 8f: 6MEEr N0. i+age 20 of 28 BASE PLATE 5 x 3 ATTACHMENT Anchor Tension;AT2=OTM42/2.38 in;AT2=5341.387 lb 2 anchors per side ;Atbolt=AT2/2=2670.693 lb Wood: Try 3/8"diameter lag bolts ;Tallow=305 lb/in*1.33*5.75 in;, 6"length typical 1.33 Wood factor ;Tallow= 2332.488 lb Use 3/8"daimeter x 5 3/4"embedment lag screws(4 corners) Concrete: Assume 4"thick concrete—use Simpson 3/8"diameter strong bolts 5"concrete—can use 3/8"Titen HD w/3"embedment See attached ACI 318 Appendix D calc. James G. Pierson Inc. "°'�` Job no. Residential Guardrail systems LocationConsulting Structural Engineers 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Oregon and Washington Date 10/31/2017 Client Sheet no. Tel:(503)226-1286 Fax:(503)226-3130 Precision Rail of Oregon Pagel1 of 28 CHECK BOTTOM RAILS Check bottom rails for wind loads or 50 lbs over 1 sq,ft. 100 Series Bottom Rail (SAPA part xxx) ;Svertioob=0.201 in4/1.159 in= 0.173 in3 ;Shorzloob=0.228 in4/1 in=0.228 in3 200 Series Bottom Rail (SAPA part 33565) ;Svert2oob=0.1447 in3 ;Shorzzoob=0.2825 in3 50 lbs over 1 sq.Ft.Use 50 lb point load at midspan Check for 6 ft max post spacing ;M=50 lb*6 ft/4=75.000 lb ft 100 series stress;fbioo=M/Svertioob =5189.552 psi 200 series stress;fb200=M/Shorz2oob=3185.841 psi Bottom rails okay for 50 lb point load Check bottom rails for wind loads ;W= 23 psf;(Oregon coast)or;w=W*42 in/2 ;w=40.250 plf ;Mwind=w*6 ft*6 ft/8;M=900.000 lb_in Bending=Mwind/Shorz200b=7693.805psi Use 200 series for bottom rails for all glass rail systems James G. Pierson Inc. Project Job no. Residential Guardrail systems LocatiConsulting Structural Engineers on 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Oregon and Washington » 10/31/2017 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Page1k of 28 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) ;Mbiate=200 lb x 3 in/4=150.000 lb in For 3/16"thick plate x 1"x 3" ;tbiate=0.1875 in ;fb=Mpiate x 6/(1 in x tpiate 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 Consulting Structural Engineers Ghon Oregon and Washington » 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Client Sheet no. Tel:(503)226-1286 Fax:(503)226-3130 Precision Rail of Oregon Page123 of 28 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= (it x d2)/4=0.012 in2 Cable Spacing: ;S=3.125 in Full Cable Length: ;L=50 ft =600.000 in Unsupported Cable Span: ;l=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=(it x D2)/4 =0.087 ft2 Projected Load over Circumference: ;Fero;=FReq x C=4.363 lb Safety Factor: ;FS=2; or use 50 lbs over 4 cables ; ;FMax= 12.5 lb a I rd Project Job no. James G. Pierson, Inc. Cables Consulting Structural Engineers Location Date 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Page124 of 28 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=J((FMax)2+ (FMax)2)=17.678 lb Allowable Vertical Deflection: ;aver=(D—S)/2=0.437 in; (governs) Allowable Cable Deflection: ;aAu=J(aver2+aver2)=0.619 in ;per cable 0,62" ,/e . ' 0.44" Fa Fwx Fa • \ J Deflection equation derivation: T=(FAx1)1(4xa); S=2xa2/I; S=(TxL)/(ExA)=(FAxI)/(4xa)xL/(ExA); 2xa2/1=(FAxI)/(4xa)xL/(ExA); 8xa3/1=(FAxlx L)/(ExA); 8xa3=(FAxIA2xL)/(ExA); a3=(FAxI^2xL)/(BxExA); a=((FAxI^2xL)/(8xExA))113; Deflection due to sphere load: ;as=((FA x I2 x L)/(8 x E x A))113=2.960 in BOJ Job no. James G. Pierson, Inc. Cables Consulting Structural Engineers Ghon Date 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax.(503)226-3130 Client Sheet no. Page225 of 28 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 1)/(4 x as)=89.589 lb Tension in cable at max deflection: ;Ta=Ts x(as/am)=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/aAu)=385.714 lb Required pretension: ;Tp2=Ta—Ts=299.217 lb Unsupported Cable Span: ;I=48.00 in Deflection due to sphere load: ;as= ((FA x 12 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 1)/(4 x as) =79.546 lb Tension in cable at max deflection: ;Ta=Ts x(as/am)=300.000 lb Required pretension: ;To=Ta—Ts=220.454 lb Unsupported Cable Span: ;I=36.00 in Deflection due to sphere load: ;as=((FA x 12 x L)/(8 x E x A))13=2.106 in Tension in cable due to sphere load: ;Ts=(FA x 1)/(4 x as)=75.562 lb Tension in cable at max deflection: ;Ta=Ts x(as/aAll)=257.143 lb Required pretension: ;Tp5=Ta—Ts=181.581 lb Unsupported Cable Length: Required Pretension: ;60 in ; To =338.983 lb ;54 in ;Tp2=299.217 lb ;48 in ;Tps= 259.690 lb ;42 in ;Tp4=220.454 lb ;36 in ; ;Tp5=181.581 ib ; James G. Pierson, Inc. PfOJeC Cables Job no. Consulting Structural Engineers Location Date 610 S.W.Alder,Suite 918 Portland,Oregon 97205 10/31/2017 Tel (503)226-1286 Fax:(503)226-3130 Client Sheet no. Page326 of 28 Cable Forces on Posts: 0 EC EC (� to T 7:: ("til'F1A9i. RAIL REACTION > CABLE TEN:ION< CABLE TCNCION< CABLE TCNCION< CABLE TENSION< CABLE TCNCION 3 16" CABLE TCNCION< CABLE CARLETENSIOtN< CABLE TCIIC1ON< CABLE TENSION‹ 2 18 CABLE 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 1)t1fn. (Eq.5.4,3-1) Project Job no. James G. Pierson, Inc. Cables Consulting Structural Engineers LOCa°°° Date 10/31/2017 610 S .Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax(503)226-3130 Client Sheet no. Page427 of 28 2) 2F,,,;Dr;hh. (Eq.5.4.3.2) 3) 4.2(/ D)"°F, •lr fort.S 1t (Eq, 5.4,3-3) 4) P,/(1.25n,) (Eq. 5,4.3-4) 5.4.4 Minimum Spacing of Screws The minimum distance between screw centers shall be 2.5 tunes the nominal screw diameter. Minimum;Ftui=38000 psi;post and rails ;#10 screw;dscrew=0.190 in Post thickness;t,=0.10 in ;Vallowto=2*Ftui*dscrew*tt/3=481.333 lbs James G. Pierson, Inc. Project Cables Job no. Consulting Structural Engineers Location Date 610 S .Alder,Suite 918 Portland,Oregon 97205 10/31/2017 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Page528 of 28 100 SERIES TOP RAIL 13505 Area = 0.543 in-'2 Perimeter = 10.285 in Centroid,wi h respect to Sketch Origin(in) X = 0 Y = 1.159 Inertia with respect to Sketch Origin(in): Inertia Tensor(in-4) lxx = 0.93 Ixy = 0 lyx = 0 lyy = 0.228 Polar Moment of Inertia = 1.159 in-'4 Area Moments of Inertia with respect to Principal Axes(in-4): lx = 0.201 ly = 0.228 Polar Moment of Inertia = 0.429 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = 0 Radii of Gyration with respect to Principal Axes(in): R1 = 0.608 R2 = 0.648 •�, e • MIP SECTION PROPERTIESa 41 S1 200 SERIES TOP RAIL 25878 / -\ FOR .,,B;,t . is IIN \''•••.-..—•i - ) C - ___} ji ALL VALUES REFER TO THE FOLLOWING UNITS : LENGTH = 1 INCHES ANGLE = 1 DEG FACE 1: NUMBER OF HOLES noh = 0 DENSITY rho = 1 PERIMETER LENGTH P = 21.8300430950085 AREA A = 0.839214186843193 CENTER OF AREA = CENTER OF MASS (Cx,Cy) _ (34.249999898726,-3.98150095300674) PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS) u = (1,0) v = (0,1) SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES) Icu = 0.249355106313525 Icy = 1.44208299061069 SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES) Ix = 13.5528719858305 ly = 985.892769222497 PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES) Ixy = 114.440623556893 MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES) Jcu = 0.249355106313525 Jcv = 1.44208299061069 MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jx = 13.5528719858305 Jy = 985.892769222497 PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jxy = 114.440623556893 SECTION MODUU ABOUT PRINCIPAL AXES Zcu = 0.207952954058004 Zcv = 0.824047155759991 DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER Du = 1.19909384044611 DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER Dv = 1.75000056796592 RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA Rcu = 0.545095660466914 • • Rcv = 1.31086726595216 v ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES mi,— phi = 0 a a iy 11111 SECTION PROPERTIES S2 375 SERIES TOP RAIL 31836 Pil 1-3/4"--I Area = 0.735 in-2 Perimeter = 10.799 in Centroid,with respect to Sketch Origin(in) X = 0 Y = 1.382 Inertia with respect to Sketch Origin(in): Inertia Tensor(in"4) lxx = 1.787 Ixy = 0 lyx = 0 lyy = 0.295 Polar Moment of Inertia = 2.082 in-4 Area Moments of Inertia with respect to Principal Axes(in'4): lx = 0.382 ly = 0.295 Polar Moment of Inertia = 0.677 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = 0 Radii of Gyration with respect to Principal Axes(in): R1 = 0.721 R2 = 0.634 4 IP) .,, i 1 ih., ) . rii, ,b., 1 t `. ... ,, . ,,,,„ , SECTION PROPERTIES S3 999 SERIES TOP RAIL 2981 1 11111°111NIIIIIIITIN1 op, 11 �yI$�'E� Area = 0.845 in"2 Perimeter = 19.706 in Centroid,with respect to Sketch Origin(in) X = 0.001 Y = 1.23 Inertia with respect to Sketch Origin(in): Inertia Tensor(in"4) lxx = 1.508 Ixy = 0 lyx = 0 lyy = 1.3 Polar Moment of Inertia = 2.808 in-4 Area Moments of Inertia with respect to Principal Axes(in"4): Ix = 0.228 ly = 1.3 Polar Moment of Inertia = 1.528 in"4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = —0.01 Radii of Gyration with respect to Principal Axes(in): Ri = 0.52 R2 = 1.24 I e `, 4. e IA .1611 r SECTION PROPERTIES S4 5/8" SQUARE PICKET 08038 Area = 0.115 in-2 Perimeter = 2.483 in Centroid,wiith respect to Sketch Origin(in) X = 0 Y = 0 Inertia with respect to Sketch Origin(in): Inertia Tensor(in^4) lxx = 0.006 Ixy = 0 lyx = 0 lyy = 0.006 Polar Moment of Inertia = 0.013 in'4 Area Moments of Inertia with respect to Principal Axes(in-4): lx = 0.006 ly = 0.006 Polar Moment of Inertia = 0.013 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = 0 Radii of Gyration with respect to Principal Axes(in): R1 = 0.236 R2 = 0.236 e ` r a 11 ir f:: ' • ` e. 1 ,t SECTION PROPERTIES S5 1 .5 X .626 X .061 SQ TUBE 18520 Area = 0.247 in-2 Perimeter = 4.199 in Centroid.with respect to Sketch Origin(in) X = 0 Y = 0 Inertia with respect to Sketch Origin(in): Inertia Tensor(in-4) Ixx = 0.016 Ixy = 0 lyx = 0 lW = 0.067 Polar Moment of Inertia = 0.083 in-4 Area Moments of Inertia with respect to Principal Axes(in'-4): Ix = 0.016 ly = 0.067 Polar Moment of Inertia = 0.083 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = 0 Radii of Gyration with respect to Principal Axes(in): R7 = 0.255 R2 = 0.522 3 * Y . 1 ) 4 I)) Il (41 1 e 1l . SECTION PROPERTIES S6 100 SERIES BOTTOM RAIL 1 350 4 Area = 0.334 in-2 Perimeter = 11.023 in Centroid,wiith respect to Sketch Origin(in) X = 0 Y = 1.022 Inertia with respect to Sketch Origin(in): Inertia Tensor(in"4) lxx = 0.453 Ixy = 0 lyx = 0 lyy = 0.048 Polar Moment of Inertia = 0.501 in"4 Area Moments of Inertia with respect to Principal Axes(in-‘4): Ix = 0.104 ly = 0.048 Polar Moment of Inertia = 0.152 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = 0 Radii of Gyration with respect to Principal Axes(in): R7 = 0.558 R2 = 0.379 . • f. r1cit I A SECTION PROPERTIES S7 I 100 SERIES RAIL CONNECTION BLOCK 1 350 6 71 Area = 0.225 in-2 Perimeter = 5.393 in Centroid.with respect to Sketch Origin(in) X = 0 Y = 0.628 Inertia with respect to Sketch Origin(in): Inertia Tensor(in-4) lxx = 0.104 Ixy = 0 lyx = 0 Iyy = 0.015 Polar Moment of Inertia = 0.119 in-4 Area Moments of Inertia with respect to Principal Axes(in-4): Ix = 0.015 ly = 0.015 Polar Moment of Inertia = 0.03 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = 0 Radii of Gyration with respect to Principal Axes(in): R1 = 0.259 R2 = 0.258 r ! d 11 ) . t IF} P SECTION PROPERTIES a , S8 100 SERIES SPACER 13508 Area = 0.063 in-2 Perimeter = 2.593 in Centroid,wiith respect to Sketch Origin(in) X = 0 Y = 0.144 Inertia with respect to Sketch Origin(in): Inertia Tensor(in"'4) lxx = 0.001 Ixy = 0 lyx = 0 lyy = 0.007 Polar Moment of Inertia = 0.009 in-4 Area Moments of Inertia with respect to Principal Axes(in-4): Ix = 0 ly = 0.007 Polar Moment of Inertia = 0.007 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = 0 Radii of Gyration with respect to Principal Axes(in): R1 = 0.049 R2 = 0.34 s lb y i It sii # SECTION PROPERTIES S9 200 SERIES TTL POCKET INFILL 13542 ALL VALUES REFER TO THE FOLLOWING UNITS : LENGTH = 1 INCHES ANGLE = 1 DEG FACE 1: NUMBER OF HOLES noh 0 DENSITY rho = 1 PERIMETER LENGTH P = 11.2587646743856 AREA A = 0.341181568997096 CENTER OF AREA = CENTER OF MASS (Cx,Cy) = (64.2500000000039,7.85014561499757) PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS) u = (1,0) v = (0,1) SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES) Icu = 0.027928021932406 Icy = 0.162240545171182 SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES) Ix = 21.0531692587977 ly = 1408.58108121342 PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE STS ItM AXES) Ixy = 172.082381107409 MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES) Jcu = 0.027928021932406 Jcv = 0.162240545171182 MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jx = 21.0531692587977 Jy = 1408.58108121342 PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jxy = 172.082381107409 SECTION MODULI ABOUT PRINCIPAL AXES Zcu = 0.0415388534922942 Zcv = 0.129533363654258 DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER Du = 0.67233492464078 DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER Dv = 1.25250005553954 RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA Rcu = 0.286106225173912 Rcv = 0.689583589080575 , ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES phi = 0 • SECTION PROPERTIES .10 200 SERIES FLAT INFILL 1 65 67 i Area = 0.212 inr2 Perimeter = 6.171 in Centroid,wiith respect to Sketch Origin(in) X = —0.002 Y = 0.062 Inertia with respect to Sketch Origin(in): Inertia Tensor(in"4) lxx = 0.002 Ixy = —0 lyx = —0 lyy = 0.14 Polar Moment of Inertia = 0.142 in"4 Area Moments of Inertia with respect to Principal Axes(in"4): Ix = 0.001 ly = 0.14 Polar Moment of Inertia = 0.141 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = —0.01 Radii of Gyration with respect to Principal Axes(in): R1 = 0.068 R2 = 0.813 f` r 4 1 1110 111 (Illy, ilZok. 9 IP a . SECTION PROPERTIES .11 200 SERIES RAIL CONNECTION BLOCK 20362 AN ALL VALUES REFER TO THE FOLLOWING UNITS : LENGTH = 1 INCHES ANGLE = 1 DEG FACE 1: NUMBER OF HOLES noh — 0 DENSITY rho = 1 PERIMETER LENGTH P = 5.83357030945167 AREA A = 0.492669077517924 CENTER OF AREA = CENTER OF MASS (Cx,Cy) _ (44.2503813854549,-4.24059403183032) PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS) u = (0.999999775037328,-0.000670764707921189) v = (0.000670764707921189,0.999999775037328) SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES) Icu = 0.01 6931 8869651 1 97 Icy = 0.0440209708151259 SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES) Ix = 8.87642144723497 ly = 964.737495496318 PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES) Ixy = 92.448337542733 MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES) Jcu = 0.0169318869651197 Jcv = 0.0440209708151259 MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jx = 8.87642144723497 Jy = 964.737495496318 PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jxy = 92.448337542733 SECTION MODULI ABOUT PRINCIPAL AXES Zcu = 0.0470494584051218 Zcv = 0.0776725898297682 DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER Du = 0.359874216177513 DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER Dv = 0.566750393048626 RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA Rcu = 0.185385186410798 Rcv = 0.2989 1 806051 608 ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES phi = —0.0384319896921306 • ,,,Z,, II I,, 1111) 1111 ( _) 0 a 0 SECTION PROPERTIES .12 200 SERIES SPACER 21899 cf7 Area = 0.067 in"2 Perimeter = 3.051 in Centroid,with respect to Sketch Origin(in) X = 0 Y = 0.296 Inertia with respect to Sketch Origin(in): Inertia Tensor(in"4) lxx = 0.007 lxy = 0 lyx = 0 Iyy = 0.004 Polar Moment of Inertia = 0.011 in'4 Area Moments of Inertia with respect to Principal Axes(in"4): lx = 0.001 ly = 0.004 Polar Moment of Inertia = 0.005 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = 0 Radii of Gyration with respect to Principal Axes(in): R1 = 0.131 R2 = 0.253 4 f k . M it SECTION PROPERTIES . 13 TOP RAIL SPLICE 25877 ALL VALUES REFER TO THE FOLLOWING UNITS : LENGTH = 1 INCHES ANGLE = 1 DEG FACE 1: NUMBER OF HOLES noh = 0 DENSITY rho = 1 PERIMETER LENGTH P = 8.01986774370539 AREA A = 0.35495343150397 CENTER OF AREA = CENTER OF MASS (Cx,Cy) _ (74.2500000000071.7.78991414945611) PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS) u = (1,0) v = (0,1) SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES) Icu = 0.0369426091703374 Icy = 0.182534005108261 SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES) Ix = 21.576497376031 ly = 1957.06298647634 PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE STsIr.M AXES) ixy = 205.305464316475 MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES) Jcu = 0.0369426091703374 Jcv = 0.182534005108261 MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jx = 21.576497376031 Jy = 1957.06298647634 PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jxy = 205.305464316475 SECTION MODULI ABOUT PRINCIPAL AXES Zcu = 0.0793596121687647 Zcv = 0.149007347701932 DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER Du = 0.465508942908843 DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER Dv = 1.22500002800798 * , RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA Rcu = 0.322610199080666 • Rcv = 0.717110698926506 ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES • II phi = 0 I SECTION PROPERTIES a �14 200 (HD) SERIES BOTTOM RAIL 33565 ---- F _____________. ....f 1_. ALL VALUES REFER TO THE FOLLOWING UNITS : LENGTH = 1 INCHES ANGLE = 1 DEG FACE 1: NUMBER OF HOLES noh = 0 DENSITY rho = 1 PERIMETER LENGTH P = 11.4472015265798 AREA A = 0.597880406581454 CENTER OF AREA = CENTER OF MASS (Cx,Cy) _ (24.2499999927758,-4.25496508481869) PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS) u = (1,0) v = (0,1) SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES) Icu = 0.14292768017901 Icy = 0.197799982540076 SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES) Ix = 10.9673897419505 Iy = 351.788846368364 PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES) Ixy = 61.691 0361 66061 1 MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES) Jcu = 0.14292768017901 Jcv = 0.197799982540076 MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jx = 10.9673897419505 Jy = 351.788846368364 PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jxy = 61.6910361660611 SECTION MODULI ABOUT PRINCIPAL AXES Zcu = 0.144717882551987 Zcv = 0.282571389409032 DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER Du = 0.987629708634424 DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER Dv = 0.700000035225623 RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA Rcu = 0.488934870363719 ,, Rcv = 0.575182897002279 ANGLE BETWEEN COORDINATE JTJItM AND PRINCIPLE AXES phi = O (4111) Ilk r, SECTION PROPERTIES .15 FASCIA MOUNT BRACKET 35456 r -..- 1 4 } ,. . .._ . ... Area = 3.414 in-'2 Perimeter = 21.975 in Centroid,with respect to Sketch Origin(in) X = -0 Y = 1.5 Inertia with respect to Sketch Origin(in): Inertia Tensor(in-4) lxx = 13.504 Ixy = —0 lyx = -0 lyy = 7.204 Polar Moment of Inertia = 20.708 in-4 Area Moments of Inertia with respect to Principal Axes(in"4): Ix = 5.825 ly = 7.204 Polar Moment of Inertia = 13.03 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): ! About z axis = 0.01 Radii of Gyration with respect to Principal Axes(in): v R1 = 1.306 R2 = 1.453 : 1.) Ill< 1 ih e it:'. SECTION PROPERTIES .16 '-' FASCIA MOUNT BRACKET-INSIDE CORNER 35757 (fa • • Area = 3.412 in-2 Perimeter = 21.974 in Centroid.with respect to Sketch Origin(in) X = 2.362 Y = 2.364 Inertia with respect to Sketch Origin(in): Inertia Tensor(in-4) lxx = 27.07 Ixy = 13.295 lyx = 13.295 lyy = 27.049 Polar Moment of Inertia = 54.118 in-4 Area Moments of Inertia with respect to Principal Axes(in"4): lx = 13.765 ly = 2.245 Polar Moment of Inertia = 16.01 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = 45 16)11114, Radii of Gyration with respect to Principal Axes(in): R1 = 2.008 R2 = 0.811 S SECTION PROPERTIES .17 FASCIA MOUNT BRACKET-OUTSIDE CORNER 35930 Area = 4.46 in-2 Perimeter = 23.145 in Centroid,with respect to Sketch Origin(in) X = 0 Y = 1.449 Inertia with respect to Sketch Origin(in): Inertia Tensor(in-4) lxx = 27.181 Ixy = 0.003 lyx = 0.003 lyy = 4.287 Polar Moment of Inertia = 31.469 in-4 Area Moments of Inertia with respect to Principal Axes(in'4): Ix = 17.817 ly = 4.287 Polar Moment of Inertia = 22.104 in"4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = —0.01 Radii of Gyration with respect to Principal Axes(in): R1 = 1.999 R2 = 0.98 ip t. 3r, e_. a II SECTION PROPERTIES 18 RESIDENTIAL 135° POST 36429 Area = 1.412 in-2 Perimeter = 11.182 in Centroid,with respect to Sketch Origin(in) X = 15.142 Y = 11.415 Inertia with respect to Sketch Origin(in): Inertia Tensor(in 4) lxx = 185.267 Ixy = 244.026 lyx = 244.026 lyy = 325.618 Polar Moment of Inertia = 510.883 in-4 Area Moments of Inertia with respect to Principal Axes(in'4): lx = 1.308 ly = 1.91 Polar Moment of Inertia = 3.218 in-'4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis — 0 Radii of Gyration with respect to Principal Axes(in): R1 = 0.963 R2 = 1.163 IP a 114 t 41) { e ` e SECTION PROPERTIES 19 SERIES 120 RESIDENTIAL POST 36430 1 ill ALL VALUES REFER TO THE FOLLOWING UNITS : LENGTH = 1 INCHES ANGLE = 1 DEG FACE 1: NUMBER OF HOLES noh 1 DENSITY rho — 1 PERIMETER LENGTH P = 9.33986273653319 AREA A = 1.10266445374452 CENTER OF AREA = CENTER OF MASS (Cx,Cy) = (14.2500000000019,7.74440523454926) PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS) u = (1,0) v = (0.1) SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES) Icu = 0.934743622381297 Icy = 0.934743622381403 SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES) Ix = 67.0679400810151 ly = 224.84454426094 PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES) Ixy = 121.687595237326 MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES) Jcu = 0.934743622381297 Jcv = 0.934743622381403 MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jx = 67.0679400810151 Jy = 224.84454426094 PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE Sys i M AXES) Jxy = 121.687595237326 SECTION MODUU ABOUT PRINCIPAL AXES Zcu = 0.786820977503882 Zcv = 0.786820977503185 • DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER Du = 1.18800038268767 DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER Dv = 1.18800038268885 , RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA Rcu = 0.920713620850259 $, rc Rcv = 0.920713620850311 ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES Phi = 0 • • a1 SECTION PROPERTIES 20 2015 INTERNATIONAL RESIDENTIAL CODE® R301.5 Live load. The minimum uniformly distributed live load shall be as provided in Table R301.5. TABLE R301.5 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS (in pounds per square foot) USE LIVE LOAD Uninhabitable attics without storage° 10 Uninhabitable attics with limited storage° 9 20 Habitable attics and attics served with fixed stairs 30 B.'co es -xt.ro an, de,ks' '1 Fire escapes 40 Guards and handrailsd 200h 'Guard in-fill com.onentsr 50h s• g- e _-I• .a Rooms other than sleeping rooms 40 Sleeping rooms 30 Stairs 410c For Si. 1 pound per square foot = 0.0479 kPa; 1 square inch =645 mm2. 1 pound= 4 45 N. a. Elevated garage floors shall be capable of supporting a 2,000-pound load applied over a 20-square-inch area. b Uninhabitable attics without storage are those where the clear height between joists and rafters is not more than 42 inchesor where there are not two ur more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater. within the plane of the trusses. This live load need not be assumed to act concurrently with any other live load requirements. c. Individual stair treads shall be designed for the uniformly distributed live load or a 300-pound concentrated load acting over an area of 4 square inches, .A•hichever produces the greater stresses. d A single concentrated toad applied in any direction at any point along the top. e. See Section R507.1 for decks attached to exterior,vans. t_Guard mil components(a9 those except the handrail),balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50 pounds on an area equal to 1 square foot.This load need not be assumed to act concurrently with any other live load requirement_ g. Uninhabitable attics with limited storage are those where the clear height between joists and rafters is not greater than 42 inches, or where there are two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the plane of the trusses. The live load need only be applied to those portions of the joists or truss bottom chords where all of the following conditions are met: 1 The attic area is accessible from an opening not less than 20 inches in width by 30 inches in length that is located where the clear height in the attic is not less than 30 inches. 2. The slopes of the joists or truss bottom chords are not greater than 2 inches vertical to 12 units horizontal. 3. Required insulation depth is less than the joist or truss bottom chord member depth. The remaining portions of the joists or truss bottom chords shall be designed for a uniformly distributed concurrent live load of not less than 10 pounds per square foot It,Glazing used in handrail assemblies and guards shall be designed with a safety factor of 4.The safety factor shall be applied to each of the concentrated loads applied to the top of the rail,and to the load on the in-fill components.These loads shall be determined independent of one another and loads are assumed not to occur with any other live Mad. Project Job no. Janes G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers rOGe°°n Date Oregon and Washington 10/31/2017 610 S .Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax(503)226-3130 Chem Sheet no. Precision Rail of Oregon R1 I 2015 INTERNATIONAL BUILDING CODE® 1 . , i ; . ; ,- . !- MA 310.1 Residential Group R. Residential Group R includes, among others. the use of a building or structure,or a portion thereof, for sleeping purposes when not classified as an Institutional Group I or when not regulated by the International Residential Code. 1.' ■e o The following terms are defined in Chapter 2: BOARDING HOUSE. CONGREGATE LIVING FACILITIES. DORMITORY. GROUP HOME. GUEST ROOM. LODGING HOUSE. PERSONAL CARE SERVICE, TRANSIENT. Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers LoCa°a >ate Oregon and Washington 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon R2 2015 INTERNATIONAL BUILDING CODE® 1607.8 Loads on handrails, guards, grab bars, seats and vehicle barriers. Handrails, guards, grab bars, accessible seats, accessible benches and vehicle barriers shall be designed and constructed for the structural loading conditions set forth in this section. 1607.8.1 Handrails and guards. Handrails and guards shall be designed to resist a linear load of 50 pounds per linear foot(plf) (0.73 kN/m) in accordance with Section 4.5.1 of ASCE 7. Glass handrail assemblies and guards shall also comply with Section 2407. Exceptions: 1. For one-and two-family dwellings, only the single concentrated load required by Section 1607.8.1.1 shall be applied. 2. In Group -3, F, H and S occupancies, for areas that are not accessible to the general public and that have an occupant load less than 50, the minimum load shall be 20 pounds per foot (0.29 kN/ m). 1607.8.1.1 Concentrated load. Handrails and guards shall be designed to resist a concentrated load of 200 pounds(0.89 kN)in accordance with Section 4.5.1 of ASCE 7. 1607.8.1.2 Irdermediate rails. Intermediate rails(all those except the handrail), balusters and panel fillers shall be designed to resist a concentrated load of 50 pounds(0.22 kN)in accordance with Section 4.5.1 of ASCE 7. 1607.8.2 Grab bars, shower seats and dressing room bench seats. Grab bars, shower seats and dressing room bench seats shall be designed to resist a single concentrated load of 250 pounds (1.11 kN)applied in any direction at any point on the grab bar or seat so as to produce the maximum load effects. 1607.8.3 Vehicle barriers. Vehicle barriers for passenger vehicles shall be designed to resist a concentrated load of 6.000 pounds (26,70 kN) in accordance with Section 4.5.3 of ASCE 7. Garages accommodating trucks and buses shall be designed in accordance with an approved method that contains provisions for traffic railings. Project James G. Pierson, Inc. Residential Guardrail systems Job no Locanon Date Consulting Structural Engineers Oregon and Washington 10/31/2017 610 SW,Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax (503)226-3130 Client Sheet no Precision Rail of Oregon R3