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Report (172)
M \ - Sl,i011 1/4 January 5, 2016 NJG B 2018 James G. Pierson, Inc Steve Koch �, ' : , *,a sf,l Precision Rail of Oregon s PO Box 412. GINee `,. Gresham, OR 97030 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 reports for the Residential Guardrail System prepared by Pierson, Inc. directly for SAPA were reviewed and incorporated into this report. CONCLUSIONS 1. The analysis demonstrates that the Precision Rail Residential guardrail system meets the requirements of the 2012 International Building Code and 2012 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 together 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 2012 International Building Code (IBC) and the 2012 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 1607.7.1 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 are 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.W.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. As a result, 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 - . Section Properties Pages 51 - S21 • Code References Pages R1 - R4 We are pleased to submit this report. Please call us if questions arise. Sincerely yours, 4 CTU { .10 PROrt, c) GkNe*•\ t! i ~0,v Gro V A'L ll ,+� OREGON t V '"C) * R« \''' , `y' C) . 4 ii 10441e '1°4 EXPIRE=S: IS-30-11 10/13A1I i Peder Golberg, P.E., S.E. Principal Consulting Structural Engineers 610 S.W.Alder Street,Suite 918, Portland,Oregon 97205 Tel (503)226-1286 Iax:(503)226-3130 Residential Series Aluminum Railing Systems Task: Check for conformance to the 2012 IRC and 2012 IBC using Aluminum Design Manual, 8th edition (Jan 2005) 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 160.7: 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 ;Ftu = 38 ksi ;Fty = 35 ksi ;F'cy = 35 ksi ;Fshear = 20 ksi ;Fbearing = 56 ksi ;E = 10000 ksi ;Fbi = F'cy / 1.65 = 21212.121 psi ;(ASD) or ;Fb2= Ftu/ (1 * 1.95) = 19487.179 psi ;(ASD) ; Fb1 = 21212.121 psi ; Fb2 = 19487.179 psi ;Fb = min(Fbi,Fb2) ;Fb = 19487.179 psi Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 1/5/2016 610 S.W.Alder.Suite 918 Portland.Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 2 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) f \� r ;Svertioo=0.201 in4/1.159 in= 0.173 in3 ;Shorzloo=0.228 in4/1 in=0.228 in3 200 Series Top Rail (SAPA part 25878) ;Svert200=0.249 in4/1.199 in =0.208 in3 ;Shorz200= 1.442 in4/1.75 in =0.824 in3 j J 375 Series Top Rail (SAPA part 31836) ;Svert300=0.382 in4/1.382 in= 0.276 in3 ;Shorz30o=0.295 in4/0.875 in=0.337 in3 ! 999 Series Top Rail (SAPA part 29811) ;Svert999=0.228 in4/1.23 in = 0.185 in3 'ems ;Shorz999= 1.30 in4/1.75 in=0.743 in3 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/Svert999 ,;fbvert= 19.421 ksi ;< 19,500 psi (for 999 Series-other sizes larger) i.e. maximum post spacing is ;5'-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 Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 1/5/2016 610 S.W.Alder.Suite 918 Portland.Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 3 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 Yellow= Fyscrew*dscrew= 183.750 ;"Okay" Allowable Tension Min. Tensile Strength of Screw; Ftscrew=60 ksi ;Tallow= 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 Location Date Consulting Structural Engineers Oregon and Washington 1/5/2016 610 S.W.Alder.Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 4 Posts All systems use the Residential Post for 36"or 42"height Residentail Series Post (SAPA part 13503) ;Sxi =0.863 in4/1.188 in= 0.726 in3 For 36"tall posts, 6 ft max spacing ;L6=6 ft Per IRC ;M1 =200 lbs"H36=7200.000 lb_in Per IBC ;M2=50 lbs/ft*L6*H36= 10800.000 lb_in For 42"tall posts, 6 ft max spacing ;L6=6 ft Per IRC ;M3=200 lbs*H42=8400.000 lb_in Per IBC ;M4=50 lbs/ft"L6"H42= 12600.000 lb_in Residential—36"height ;Fbi =M1/Sx1=9911.472 psi ;or;Fb2=M2/SiX = 14867.207 psi Commercial—42" height ;Fb3=M3/Sx1= 11563.384 psi ;or;Fb4=M4/Sx1= 17345.075 psi Allowable; Fb= 19.487 ksi R Posts are good for either code and bending at a height of 42"or less Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers LOeH"°° Date Oregon and Washington 1/5/2016 610 S.W.Alder.Suite 918 Portland.Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 5 • 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;t1 =0.10 in ; (13503) ;Areal =Cscrew*ti =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 point over the center of a post.Reinforce the joint with 8*10 a CHECK RAIL SPLICES 314"screws.fastened through pre-drilled hobs, to a splice centered between the rails,Attach top rail to the post with 4*8 x 1/2'screws, Check hat channel(SAPA 25877)rail splices. These members are located at rail splices over posts ;Mhat=200 lbs*6 in= 1200.000 lb in ° Hat Channel (SAPA part 25877) tt4f ttx ;Sverthat=0.0736 in3 ;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 Location Date Consulting Structural Engineers Oregon and Washington 1/5/2016 610 S.W.Alder.Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 6 • POST MOUNTING BRACKETS Check screws: Fascia Mount Diagram ;vscrew=300 lbs*(H42+3 in)/(4.5 in"2)= 1300.000 lbs I Allowable Shear screw; Vscrewallow= 120 ksi*.2*.7= 16.800 ksi Shear area required ;vscrew/Vscrewallow=0.077 in2 Use 5/16"0 x long Torx Drive Flate Head self drilling screws - t „I, 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)=3012.876 psi ; out- of-plane direction ;fbybracket=300 lbs*(H42+3 in)/(7.204 in4/3 in)=4872.293 psi ; in- plane of deck Fascia Bracket okay for loads. Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 1/5/2016 610 S.W.Alder,Suite 918 Portland.Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 7 OTHER FOUR WALLED BRACKETS Other sleeve type brackets used have to receive sleeve(coated 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 1/4"diameter in these bases. Bracket 35757 ;Smin= 13.768 in4/3.82 in=3.604 in3 ;Fb =300 lbs*(H42+3 in)/ Smin=3246.223 psi ;-okay By Inspection, shear at post bracket is okay Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 1/5/2016 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 8 FASCIA BRACKET TO DECK CALC ; M4 =1050.000 lb_ft ;for 42" rail and IBC loading(6 ft o/c posts) Min fascia joist size required=2x8 sawn members Check; Fct=625 psi ;T=M4/(4 in*2) ;T= 1575.000 Ib;each bolt ;fc,=M4/(4in*2.5in*3in"0.5) ;f0, =840.000psi Use 5x5x1/4"plates with hole to match bracket(4"apart) Reaction in blocking due to moment ;R= M4/14.5in ; R=868.966 lb Simpson LUS26-2 hangers. Uplift cap. ;U= 1140 lbs* .64* 1.33;U =970.368 lb Corner Fascia Brackets (SAPA part 35930) ;Ivert35930=4.287 in4 ;Ihorz3593o= 17.814 in4 These are with respect to principal axis orientated aling hte diagonal dimensions of the posts ;Sy3593o= Ivert35930/2.116 in ;Sy35930=2.026 in3 ; 5X35930= IhOrZ35930/3.805 in=4.682 in3 ;Fbmax=300 lb*(H36+3 in)/SSy3593o=5774.948 psi ;-okay For loads parallel to the pricipal axes of the post ; lx1=(Ivert3593o+ lhorz35930)/2= 11.051 in4 ; lyl =(Ivert3593o+Ihorz3593o)/2= 11.051 in4 Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Date Oregon and Washington 1/5/2016 610 S.W.Alder,Suite 918 Portland,Oregon 97205 1 e1:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 9 • m ■ 0 ,-.. THESE DRAWINGS ARE ONLY REVIEWED AND STAMPED FOR CONFORMITY TO STRUCTURAL IrI— REQUIREMENTS. -00.11.14... -- pul RAILING SYSTEM W/POST 42"MIN HEIGHT AND 5'-0"MAX CA SPACING. - • R POST EXPOSURE B.80 MPH MAX WIND. MAX 35'BLDG HEIGHT. DECKING (4%)5'LEDGERLOK f ` FASTENER o ■'', DOUG F1(4X) PERIMETER JOIST T . . . ' DOUG FlR 6X8 BLOCKING e i '' '' WITH(4) 16d EA END i v ' ' (2%)SIMPSON A35 as a o M -- 1 P1 PLAN VIEW TT'P DECK FRAMING 0SECTION AT FRAMING RAILING SYSTEM W/POST 42 MIN HEIGHT AND 5'-0"MAX CASPACING. R POST EXPOSURE B.80 MPH MAX WIND. MAX 35'BLDG HEIGHT. DECKING El (4X) (4X)5"LEDGERLOK MI-,, FASTENER 1111 eDOUG FlR RE6X8 BR KING II Y� DOUG FIR 6X8 BLOCKING �•/��j WITH(4) 16d EA END —I.1, ••C]Uli I V,` (2X)SIMPSON A35 GJ\�CR�9 PROP/1 I"1 Ci-) *G(N fF s'oy 8346PE Po or I, , , ,3 q OREGON p Q4, F :c ,c5 '; S2 SECTION AT PERIMETER 0F,QhR9'G0\,�� EXPIRES, 6-3O-I1 Thew drawings aro the properly of Precision Rail of Oregon and an not to be reproduced In arty manner,except with Na permission of Precision Rall of Oregon. 0 0 0 PROJECT DAM -ALUMARAIL RAILING SYSTEM SCALE: AS NOTED . FASCIA MOUNT -- - -- PRECISION RAIL OF OREGON A CONTRACTOR _ w.o.NO. 10735 SE FOSTER GRESHAM, OR 97266 PHONE (503)512-5353 REV./ ACTIN I BY/DATE DRAWN SHEET NO. OF 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 ; Ftscrew= 120 ksi* .75=90.000 ksi ;Ascrewreg=T/Ftscrew ;Ascrewreg=0.031 in2 Try 1/4"diameter screws ;Ascrew=0.0318 in2 ;Fvscrew= 120 ksi* .60/3* .7; Fvscrew= 16.800 ksi Use(2)1/4"diameter x 2"long SAE Grade 5(min.)self tapping Torx drive flate head screws(1 1/2"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 IA"diameter screws ;Ascrew=0.0318 in2 ;Fvscrew= 120 ksi* .60/3*.7; Fvscrew= 16.800 ksi Use(3) '/d'diameter x 2" long SAE Grade 5(min.)self tapping Torx drive flate head screws(1 '/2"min. Embedment into post) ;Per IRC, load on post is 200 lbs(not 300 lbs) Use 5/16"diameter screws (greater capacity than'/4') Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 1/5/2016 610 S.W.Alder.Suite 918 Portland.Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 11 CHECK TOP MOUNTED BASE PLATE BENDING 3/8"x 5"x 5" plate ;Tpate=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/(5in* .375 in* .375in)= 11776.062psi Okay Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 1/5/2016 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 12 CHECK 5x3 BASE PLATE BENDING 3/8"x 3"x 5" plate ;Tpate2=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 in2/(2)*(2/3)))*5 in ;Mmax2=390.017 lb in ;Fb=Mmax2*6/(5 in* .375 in* .375 in)=3328.149 psi Okay Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location gate Oregon and Washington 1/5/2016 610 S.W.Alder.Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 13 BASE PLATE ATTACHMENT Anchor Tension ;AT=OTM42/4.375 in ;AT=2494.286 lb 2 anchors per side ;Atbolt=AT/2= 1247.143 lb Wood: Try 3/8"diameter lag bolts ;Tallow=305 lb/in, 1.33*3.5 in ;, 4"typical lag, 3.5"embed 1.33 Wood factor ;Tallow= 1419.775 lb Use 3/8"daimeter x 4"embedment lag screws(4 corners) Concrete: Assume 5"thick concrete—use Simpson 3/8"diameter strong bolts Other anchors,embedments depths,etc,can be designed on a case-by-case basis depending on existing conditions(by others) 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 1/5/2016 610 S.W.Alder.Suite 918 Portland.Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 14 4 I 3 NI7 2 I 1 Parts List ITEM QTY PART NUMBER DESCRIPTION 1 1 BP-5X5-STD-30248 .375 ALUM PLATE 5.00 4.38 NOTES: f 3.43 — 1.57 1. PART TO BE FREE OF ALL BURRS AND SHARP EDGES. .0.63 2. THIS BASEPLATE TO BE USED WITH SAPA HEAVY COMMERCIAL POST(DIE NO.30248). B (4X)00.44 THRU (4X)R0.63 B 1 I I —4111 —O 1.57 (6X)00.38 THRU I I \/00.65 X 82° 2.50 O O 3.43 O O I 5.00 O O I I CDI O \ I I A \ A DRAWN TIM C 7/3/2007 CHECKED SAPA PROFILES,INC. QA TITLE MFG APPROVED BASEPLATE,5X5,STD,HVY COMM,DIE 30248 SIZE DWG NO REV B BP-5X5-STD-30248 1 SCALE SHEET 1 OF 1 4 I 3 2 I 1 SIMPSON Anchor Designer TM Company: Pierson, Inc. Date: 12/15/2015 Engineer: Golberg Page: 3/5 -TSoftware Strong-Tie Project: Version 2.4.5673.50 Address: 610 SW Alder#918 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, N.(Ib) V.(lb) Vuay(Ib) NN(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 01 0 2 Resultant tension force(Ib):3598 Resultant compression force(Ib):3598 Eccentricity of resultant tension forces in x-axis,e'Nx(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'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 x 04 03 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 6Nsa(Ib) 5600 0.75 4200 5.Concrete Breakout Strength of Anchor in Tension(Sec.0.5.2) Nb=kcAaJJfchef'5(Eq. D-6) kc Tia f'c(psi) het(in) Nb(Ib) 17.0 1.00 3000 2.500 3681 QNcbg=0(ANc/ANco)YecNWedNVc,NY%p,NNb(Sec. D.4.1 &Eq. D-4) ANc(in2) ANco(in2) Wec,N WedN Wc,N Y'cp,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) ONpo=OWc,Pa.aNp(fc/2,500)°(Sec. D.4.1, Eq. D-13&Code Report) y/c,P R a Np(Ib) f'c(psi) n 0 ON55(Ib) 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 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.6.1) Vsa(Ib) Ogrout 0 rdgrout0Vsa(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: Vbx=minI7(le/da)021Ida2.allfcca,15; 9AaAlfcCa,1.51(Eq. D-33&Eq. D-34) le(in) da(in) Aa f'c(psi) ca,(in) Vbx(Ib) 2.50 0.38 1.00 3000 9.75 10446 16Vcbgx= (Avc/Avco)V'ec,vy'ed,vV-,vV'n,vVbx(Sec. D.4.1 &Eq. D-31) Alk(in2) Avco(in2) Vec,v Pedv Pc,v V'n,v Vbx(lb) 0 q$Vcbgx(Ib) 121.88 427.78 1.000 0.823 1.200 1.710 10446 0.70 3519 Shear parallel to edge in x-direction: Vby=minJ7(/e/da)02ida2a-\/fcca,1 5;92a-\IfcCa,1.5I(Eq. D-33&Eq. D-34) /e(in) da(in) 2. fc(psi) ce,(in) Vby(Ib) 2.50 0.38 1.00 3000 6.00 5043 gVcbgx=0(2)(Avc/Avoo)Vec,v5edvVev`Yn,vVby(Sec. D.4.1 &Eq. D-31) Avc(in2) Avec(in2) V'ec,v V'ed,v Pc v Ws.v Vby(Ib) 0 0Vcbgx(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.6.31 OVcpg=OkcpNcbg=f1kcp(ANc/ANco)V'ec,N WedN WoN V'cp,NNb(Eq. D-41) /(cp ANc(in2) ANco(in2) Vec,N Ved,N Wc,N Vop,N Nb(Ib) 0 OVcpg(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,Nva(Ib) Design Strength,0N0(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,Vua(lb) Design Strength,0V0(Ib) Ratio Status _ Steel 80 1170 0.07 Pass T Concrete breakout x- 320 3519 0.09 Pass(Governs) II Concrete breakout y+ 160 6578 0.02 Pass(Governs) Pryout 320 11594 0.03 Pass Interaction check Nua/0Nn Vua/0Vn Combined Ratio Permissible Status Sec. D.7.1 1.00 0.00 100.3% 1.0 Pass 3/8"10 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.strongtie.com SIMPSON Anchor Designer TM Company: Pierson, Inc. Date: 12/15/2015 Engineer: Golberg Page: 5/5 Strong-Tie Software Project: Version 2.4.5673.50 Address: 610 SW Alder#918 a 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.com • • m 0 RAILING SYSTEM THESE DRAWINGS ARE ONLY W/POST 42"MIN HEIGHT REVIEWED AND STAMPED FOR AND 5'-0"MAX C/L SPACING. R POST CONFORMITY TO STRUCTURAL `� Z EXPOSURE B.80 MPH MAX WIND. REQUIREMENTS. MAX 35'BLDG HEIGHT. i%im Iii- 5X5 X 3/8" BASE PLATE (4X)5"LEDGERLOK FASTENER INZINNOMMENMZE DECKING I_I . DOUG FIR 2X FRAMING t I (4X)SIMPSON A35 � ® DOUG FIR 6X6 BLOCKING ,,,.10111 1 0 '—' WITH(4) 16d EA END 1 1 P1 PLAN VIEW — TYP DECK FRAMING RAILING SYSTEM W/POST 42"MIN HEIGHT RAILING SYSTEM AND 5'-0"MAX CA SPACING. R POST EXPOSURE B.80 MPH MAX WIND. W/POST 42"MIN HEIGHT MAX 35'BLDG HEIGHT. AND 5'-0"MAX CA SPACING. R POST EXPOSURE B.80 MPH MAX WIND. 505 X 3/8" S1 SECTION AT FRAMING MAX 35'BLDG HEIGHT. BASE PLATE (4%)5/16"0 X 2" - 3"=1'-0� GRADE 5 CADMIUM 5X5 X 3/8" PLATED STEEL SCREWS BASE p�� (4X) D STEEL X 2" (4%)5"LEDGERLOK GRADE 51 CADMIUM FASTENER A. I II _ PLATED SCREWS (4)3/8"x 2 7/8"Simpson Strong-Bolt 2,6"edge I I� I♦i'iMl�l�i�■ distance,min,5"min.slab I_I thickness liNIZIMIARMIZIN � � DECKING DECKING DOUG FIR PERIMETER JOIST `' • DOUG FIR 6X6 BLOCKING R1,rCTUR WITH(4) 16d EA END ■,, �,��(,0 PROPesXI/ (20)SIMPSON A35AIL �('�c'J��G)N f F�Ori • Recommended Anchor dilL411 �y�y�; jjj 1834PI Anchor Name:Strong-Bolt®2-3/8"0 CS Strong-Bolt 2,hnom:2.875"(73mm) firdill C ,at Code Report:ICC-ES ESR-3037IAA„Flat iOREGON c F,0 0, rC6 19, \Eh FRR. GO' S2 SECTION AT PERIMETER 3^=1'_0• EXPIRES! 6-30-I1 S2 SECTION These drawings ore the property of Prodebn Rail of Oregon and ore not to be reproduced In any manner,except with the permission of Precision Rail of Oregon. P 0 0 Z\ PROJECTDATE: • ALUMARAIL RAILING SYSTEM Q BASE PLATE MOUNT PRECISION RAIL OF OREGON cORTPACTOR sem' AS NOTED 10735 SE FOSTER GRESHAM, OR 97266 1 W.O.NO. Q PHONE DRAWN BY: SHEET NO. OF (503)512-5353 REV./ I ACTION I BY/DATE • BASE PLATE 5 x 3 ATTACHMENT Anchor Tension;AT2=OTM42/2.38 in ;AT2=4585.084 lb 2 anchors per side ;Atbolt=AT2/2=2292.542 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. Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 1/5/2016 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 15 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 ;Shorz2oob=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;fbloo=M/Svertloob =5189.552 psi 200 series stress;fb2oo=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 ;Wind=w*6ft*6ft/8; M =900.000lb in Bending= MW;nd/Shorz2oob=7693.805psi Use 200 series for bottom rails for all glass rail systems Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 1/5/2016 610 S.W.Alder.Suite 918 Portland.Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 16 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"thicklate x 1"x 3" ;tplate=0.1875 in p , ;fb=Mplate x 6/(1 in x .plate X[plate)=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 1/5/2016 610 S.W.Alder.Suite 918 Portland.Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 17 CABLE RAILING SYSTEM 1 1 1 i ! I I _ _ :„. 1 _. . r f 1 I , , , , 1 1, ,,- 6., i 1 , , ;r , efr, , C4,,,,,,,, , 50 Al 4-1 it 2 5 et( ' u 31,45s 15► S . ,1.._. f 3 i I3 ii i E ;. ,.941 ub 1 [ c i 16,3 x o 5.,... .. �, ....j...y . . �... I , 1 IS • I jI s i I I I ! $.. { 1 • I i I 11 t ! j j i 1 i • I I Ic\ 1 I f I i r* -� 4 J w I ��f-_,t 3 r( f i3 ,i( .. ) I S 1 I 1{ t C, - 1. 1 s 1... i V �_ z1 i .... I I I 1 C/ NSA.,. t..' i-.... j.__. _..F.. { i I I , , ..,...... - ..._ i r. T- 12.5 l , ..!._.,_ .. __._.<, i : 7 vl 4') 4LS L ; _.} t I T i Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 7/28/2013 610 S.W.Alder.Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 15 • 1 !_ } _.. i4._ ! ...._ I j. .. .. „ A-D t.'442.1.. .,I.4 .... t20^11.k..... .. Y. ...,! 1 1 i) : I 4 I i'Att- l i� r.r�,t c(t ' • i GS ! ' �51,� i.. } Pi :1 jcl ' i 1 E I —_----_.._ ' ___y.. ._f..__._..1...._.--• --.._�_ - ......... ... ..1.... --__• ___ ._._ 1. .. _ ._........ 3 .. - ' 3g s I • fir - 12 *c � ' _ _ -- -... . .. ..__ 1�_. .._ f ( 4 / cat4 { } I I i ' 1 jI I f 1 14,1 ( ob )e (� 1 I I f t I I � ctcJI . ` ,3 i. , _. __. ! r �ki3 �' ' + Y �1 b St N �� Z Y.j I`, �' , rr . 4 4 . - I i 4t4 r ! i I. i i l i I i 1 I c 1 • ' �L i . F. } i ! i ` j r�l�lr ! Re<t;►r; ! 3 3' /cc < c4i�- ... 1$obi 1111 11I ' , !t°S� ' 1.• ire 3� i t , I Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 7/28/2013 610 S.W.Alder.Suite 918 Portland.Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 16 I 1 f I I 1 t I t I i I I _.. _. l _. i i___..-_'.._-_ 1 1 r S I I I -# - '` 1A4\; witAv,tiem (; 5t.1C1 . 1 )d h 1 ..._. l 4^t{ . SO1►4� 1 �N • I I t 1 1 1 I I I.. 1 I t dtt 1 I In v--- . '. TM tr i .� �..e 4 4.b 'c S„ k_ 1 ' - Si.t tlf.___1_-..?W ' I Jai �.\l 1. I _ c?'{'r`{' 4 ' di .. (.uh l..vii _ 1 Q r I I � ,L 1 ' ',)/' qK 1,y' )1.,11 4, Ito! �tc�t .. ____. _ - ._ }_p_4S; +.--- 4J___._\ > I . k�q -fM . - _ I , t 1 I i I _ i : I , - .I I I 1 I I � I I � I L I i : . .l .... s... Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 7/28/2013 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon 17 5/8" SQUARE PICKET 08038 Area = 0.115 in-2 Perimeter = 2.483 in Centroid,with 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 SECTION PROPERTIES sapa : 100 SERIES BOTTOM RAIL 550 /1 Area = 0.334 in-2 Perimeter = 11.023 in Centroid,with respect to Sketch Origin(in) X = 0 Y = 1.022 Inertia with respect to Sketch Origin(in): Inertia Tensor(in"4) lxx = 0.453 lxy = 0 lyx = 0 l yy = 0.048 Polar Moment of Inertia = 0.501 in-4 Area Moments of Inertia with respect to Principal Axes(in-4): lx = 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): R1 = 0.558 R2 = 0.379 SECTION PROPERTIES sapa : • 100 SERIES TOP RAIL 3505 Area = 0.543 in"2 Perimeter = 10.285 in Centroid,with 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 SECTION PROPERTIES sapa : 100 SERIES RAIL CONNECTION BLOCK 1 3506 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(inr4) lxx = 0.104 Ixy = 0 lyx = 0 lyy = 0.015 Polar Moment of Inertia = 0.119 inr4 Area Moments of Inertia with respect to Principal Axes(in-4): lx = 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 SECTION PROPERTIES sapa : 100 SERIES SPACER 13508 Area = 0.063 in-2 Perimeter = 2.593 in Centroid,with 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): lx = 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 SECTION PROPERTIES sapa : 200 SERIES TTL POCKET INFILL 155 /15 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 SYSTEM 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 sapa : 200 SERIES FLAT INFILL 6567 Area = 0.212 in-2 Perimeter = 6.171 in Centroid,with 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): lx = 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 SECTION PROPERTIES sapa : 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) lxx = 0.016 Ixy = 0 lyx = 0 lyy = 0.067 Polar Moment of Inertia = 0.083 in-4 Area Moments of Inertia with respect to Principal Axes(in"'4): lx = 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): R1 = 0.255 R2 = 0.522 SECTION PROPERTIES sapa : 200 SERIES RAIL CONNECTION BLOCK 203 62 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 = 0.0169318869651197 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 = 0.29891806051608 ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES phi = —0.0384319896921306 SECTION PROPERTIES sapa : 200 SERIES PICKET 21503 Area = 0.157 in-2 Perimeter = 3.314 in Centroid,with respect to Sketch Origin(in) X = 0 Y = 0.001 Inertia with respect to Sketch Origin(in): Inertia Tensor(in-4) lxx = 0.01 Ixy = 0 lyx = 0 lyy = 0.023 Polar Moment of Inertia = 0.032 in-4 Area Moments of Inertia with respect to Principal Axes(in"'4): Ix = 0.01 ly = 0.023 Polar Moment of Inertia = 0.032 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 = 0.251 R2 = 0.378 SECTION PROPERTIES sapa •• • 200 SERIES SPACER 21899 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 Ixy = 0 lyx = 0 lyy = 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 SECTION PROPERTIES sapa : TOP RAIL SPLICE 25877 c. co 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 SYSTEM 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 phi = 0 SECTION PROPERTIES sapa : 200 SERIES TOP RAIL 25878 I1 FpR J 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 MODULI 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 ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES phi = 0 SECTION PROPERTIES sapa : 200 SERIES B INFILL 26 / 07 L..1---t.., Area = 0.376 in-2 Perimeter = 10.962 in Centroid,with respect to Sketch Origin(in) X = 0 Y = 0.444 Inertia with respect to Sketch Origin(in): Inertia Tensor(in"'4) lxx = 0.138 Ixy = 0 lyx = 0 lyy = 0.169 Polar Moment of Inertia = 0.308 in-4 Area Moments of Inertia with respect to Principal Axes(in-4): Ix = 0.064 ly = 0.169 Polar Moment of Inertia = 0.233 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 = 0.413 R2 = 0.67 SECTION PROPERTIES sapa : GLASS CHANNEL FOR DIVIDER WALLS (ALSO CALLED A 175 SERIES TOP RAIL) 2766 / 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 = 9.84379931760922 AREA A = 0.783289305064247 CENTER OF AREA = CENTER OF MASS (Cx,Cy) = (-5.20982801130071,-4.37306731518792) PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS) u = (1,0) v = (0,1) SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES) Icu = 0.289208591866058 Icy = 0.302155237450238 SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES) Ix = 15.2686121731545 ly = 21.5624347360253 PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES) Ixy = 17.8456243056988 MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES) Jcu = 0.289208591866058 Jcv = 0.302155237450238 MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jx = 15.2686121731545 Jy = 21.5624347360253 PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jxy = 17.8456243056988 SECTION MODULI ABOUT PRINCIPAL AXES Zcu = 0.294226327245546 Zcv = 0.34532027137166 DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER Du = 0.982946001377708 DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER Dv = 0.875000000000103 RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA Rcu = 0.60763740040606 Rcv = 0.621089182036044 ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES phi = 0 SECTION PROPERTIES sapa : • LIGHT COMMERCIAL POST (. 120 WALL) 2988 /1 C7 Area = 1.362 in-2 Perimeter = 9.34 in Centroid,with respect to Sketch Origin(in) X = 27.142 Y = 11.126 Inertia with respect to Sketch Origin(in): Inertia Tensor(in"4) lxx = 169.688 Ixy = 411.198 lyx = 411.198 lyy = 1004.158 Polar Moment of Inertia = 1173.846 in-4 Area Moments of Inertia with respect to Principal Axes(in-4): lx = 1.134 ly = 1.018 Polar Moment of Inertia = 2.152 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): R1 = 0.912 R2 = 0.865 SECTION PROPERTIES sapa •• 999 SERIES TOP RAIL 2981 1 � J5s cts°11------ �t$ 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): R1 = 0.52 R2 = 1.24 SECTION PROPERTIES sapa : RECTANGULAR SCREW-ON PICKET (FOR USE WITH STD MID RAIL) 2981 2 3/4" EA 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 = 2.9088318530718 AREA A = 0.231716974324139 CENTER OF AREA = CENTER OF MASS (Cx,Cy) = (-3.91842422124164,-3.0752166651462) PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS) u = (1,0) v = (0,1) SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES) Icu = 0.0134733649543978 Icy = 0.0166737751194575 SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES) Ix = 2.20481095187728 ly = 3.57446740880644 PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES) Ixy = 2.79219034380059 MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES) Jcu = 0.0134733649543978 Jcv = 0.0166737751194575 MOMENTS OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jx = 2.20481095187728 Jy = 3.57446740880644 PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES) Jxy = 2.79219034380059 SECTION MODULI ABOUT PRINCIPAL AXES Zcu = 0.0377461538043701 Zcv = 0.0444634003185504 DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER Du = 0.356946697780846 DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER Dv = 0.375000000000024 RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA Rcu = 0.241134367535709 Rcv = 0.268248959093297 ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES phi = 0 SECTION PROPERTIES • HEAVY COMMERCIAL POST (. 150 WALL) 302 /18 111 Area = 1.643 in-2 Perimeter = 9.34 in Centroid,with respect to Sketch Origin(in) X = 0 Y = 0 Inertia with respect to Sketch Origin(in): Inertia Tensor(in-4) lxx = 1.314 Ixy = 0 lyx = 0 lyy = 1.175 Polar Moment of Inertia = 2.489 in-4 Area Moments of Inertia with respect to Principal Axes(in"'4): Ix = 1.314 ly = 1.175 Polar Moment of Inertia = 2.489 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 = 0.894 R2 = 0.846 SECTION PROPERTIES sapa : 375 SERIES TOP RAIL 31836 111 1-3/4"--1 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 lxy = 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 SECTION PROPERTIES sapa : 200 (HD) SERIES BOTTOM RAIL 55565 55 5 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 ly = 351.788846368364 PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES) Ixy = 61.6910361660611 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 SYSTEM AND PRINCIPLE AXES phi = 0 SECTION PROPERTIES sapa : GLASS BASE SHOE 3 /1 /195 2" N 1 /2" 1 " I Section properties Area = 4.69 inches-2 Centroid relative to sketch origin: ( inches ) X = 94.24 Y = 6.49 Centroid relative to part origin: ( inches ) X = 94.24 Y = 6.49 Z = 0.00 Moments of inertia of the area, at the centroid: ( inches "' 4 ) Lxx = 6.80 Lxy = 0.00 Lyx = 0.00 Lyy = 2.38 Polar moment of inertia of the area, at the centroid = 9.18 inches — 4 Angle between principal axes and sketch axes = 90.00 degrees Principal moments of inertia of the area, at the centroid: ( inches — 4 ) Mx = 2.38 My = 6.80 SECTION PROPERTIES sapa : • ROUND CORNER RAIL CONNECTION BLOCK 35291 E-9 Area = 0.36 in-2 Perimeter = 8.004 in Centroid,with respect to Sketch Origin(in) X = 0 Y = 0.472 Inertia with respect to Sketch Origin(in): Inertia Tensor(in-4) lxx = 0.104 Ixy = 0 lyx = 0 lyy = 0.118 Polar Moment of Inertia = 0.222 in-4 Area Moments of Inertia with respect to Principal Axes(in-4): lx = 0.023 ly = 0.118 Polar Moment of Inertia = 0.142 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 = 0.255 R2 = 0.574 SECTION PROPERTIES sapa : FASCIA MOUNT BRACKET 55 /156 • 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(inr4) 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): lx = 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): R1 = 1.306 R2 = 1.453 SECTION PROPERTIES sapa : FASCIA MOUNT BRACKET 55 /157 5 � 5 t Area = 3.891 in-2 Perimeter = 25.796 in Centroid,with respect to Sketch Origin(in) X = -0 Y = 2.012 Inertia with respect to Sketch Origin(in): Inertia Tensor(in-4) lxx = 25.598 - Ixy = —0.001 lyx = —0.001 lyy = 7.979 Polar Moment of Inertia = 33.576 in-4 Area Moments of Inertia with respect to Principal Axes(in-4): lx = 9.847 ly = 7.979 Polar Moment of Inertia = 17.826 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 = 1.591 R2 = 1.432 SECTION PROPERTIES sapa •• FASCIA MOUNT BRACKET-INSIDE CORNER 55757 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 Radii of Gyration with respect to Principal Axes(in): R1 = 2.008 R2 = 0.811 SECTION PROPERTIES sapa • 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 SECTION PROPERTIES Sapa . • • SCREW-ON PICKET BOTTOM RAIL 36036 -i - 11/16 CO ALL VALUES REFER TO THE FOLLOWING UNITS LENGTH= 1 INCHES ANGLE = 1 DEG FACE 1: NUMBER OF HOLES no =0 DENSITY rho= 1 PERIMETER LENGTH P=9.91062196913418 AREA A=0.435424059876733 CENTER OF AREA=CENTER OF MASS (Cx,Cy) _ (-6.50976163031581,-4.64641047496908) PRINCIPAL AXES THROUGH THE CENTER OF AREA(DIRECTIONS) = (1A) = (0,1) SECOND MOMENTS OF AREA(ABOUT PRINCIPAL AXES) lcu =0.119423005552431 Icv=0.189021665652036 SECOND MOMENTS OF AREA(ABOUT COORDINATE SYSTEM AXES) Ix =9.51984977081456 ly= 18.6409855198935 PRODUCT OF SECOND MOMENT OF AREA(ABOUT COORDINATE SYSTEM AXES) Ivy= 13.1702822624741 MOMENTS OF INERTIA(ABOUT PRINCIPAL AXES) Jcu =0.119423005552431 Jcv=0.189021665652036 MOMENTS OF INERTIA(ABOUT COORDINATE SYSTEM AXES) JO= 9.51984977081456 Jy= 18.6409855198935 PRODUCT OF MOMENT OF INERTIA(ABOUT COORDINATE SYSTEM AXES) Jxy= 13.1702822624741 SECTION MODULI ABOUT PRINCIPAL AXES Zcu =0.103808691653313 Zcv=0.221967187574604 DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER Du = 1.1504143212908 DISTANCE FROM NEUTRAL AXIS v TO EXTREME FIBER Dv=0.851574810301656 RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA Rcu=0.523706286424819 Rcv=0.658869769429827 ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES phi= 0 SECTION PROPERTIES sapa• HAND RAIL BRACKET - NEW DESIGN • 36C38 2 /2" Area = 2.007 in-2 Perimeter = 12.668 in Centroid,with respect to Sketch Origin(in) X = 0.848 Y = 2.239 Inertia with respect to Sketch Origin(in): Inertia Tensor(in"'4) lxx = 11.993 Ixy = 5.113 lyx = 5.113 lyy = 2.968 Polar Moment of Inertia = 14.961 in-4 Area Moments of Inertia with respect to Principal Axes(in-4): lx = 3.047 ly = 0.411 Polar Moment of Inertia = 3.458 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = —40.54 - Radii of Gyration with respect to Principal Axes(in): R1 = 1.232 R2 = 0.452 SECTION PROPERTIES sapa : RESIDENTIAL 135° POST 36 /129 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 = 325.616 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 SECTION PROPERTIES sapa :p SERIES 120 RESIDENTIAL POST 36 /130 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 SYSTEM AXES) Jxy = 121.687595237326 SECTION MODULI 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 Rcv = 0.920713620850311 ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES phi = 0 SECTION PROPERTIES sapa : USE AND OCCUPANCY CLASSIFICATION SECTION 309 Group R-2 occupancies providing 21 or more housing units MERCANTILE GROUP M for low-income elderly,which are financed in whole or in part - 309.1 Mercantile Group M.Mercantile Group M occupancy by the federal or state fund,shall contain a multiservice room • includes,among others,the use of a building or structure ora adequate in size to seat all the tenants (ORS 455.425). The portion thereof,for the display and sale of merchandise and multiservice room shall include adjacent toilet facilities for both sexes;a service a involves stocks of goods, wares or merchandise incidental to arra with a kitchen sink,countertop and upper and lower cabinets; and a storage room sized to store such purposes and accessible to the public. Mercantile occu- tables,chairs or benches and janitorial supplies and tools.The pancies shall include,but not be limited to,the following: multiservice room and accessory rooms shall be accessible to Department stores disabled persons(see Chapter 11). Drug stores R-3 Residential occupancies where the occupants are primar- Markets ily permanent in nature and not classified as Group R-1,R-2, Motor fuel-dispensing facilities R-4 or I,including: Retail or wholesale stores - Sales rooms Buildings that do not contain more than two dwelling units. Adult care facilities that provide accommodations for six or 309.2 Quantity of hazardous materials.The aggregate quan- fewer persons of any age for less than 24 hours. tity of nonflammable solid and nonflammable or Child care facilities that provide accommodations for six or I I noncombustible liquid hazardous materials stored or di splayed fewer persons of any age for less than 24 hours. in a single control area of a Group M occupancy shall not Congregate living facilities with 16 or fewer persons. exceed the quantities in Table 414.2.5(1). Adult foster homes as defined in ORS Chapter 443,or family child care homes(located in a private residence)as defined in SECTION 310 Section 310.2. RESIDENTIAL GROUP R Adult foster homes and family child care homes that are within a single-family dwelling are permitted to comply with 10.1 Residential Group R. Residential Group R includes, the Residential Code in accordance with Section 101.2. among others, the use of a building or structure,or a portion thereof,for sleeping purposes when not classified as an Institu- A Group R-3 residential occupancy,subject to licensure by tional Group I or when not regulated by the International Resi- the state,where personal care is administered for five or fewer dential Code in accordance with Section 101.2. Residential persons,whose occupants may require assisted self-preserva- occupancies shall include the followin:: tion shall be classified as a Group SR-3 occupancy and shall comply with the provisions of Appendix SR. 'a . - pancies containing sleeping units where e occupants are primarily transient in nature,including: Lodging houses,as defined in this section,are permitted to comply with the Residential Code in accordance with Section Boarding houses(transient) 101.2. Hotels(transient) Motels(transient) R4 Residential occupancies shall include buildings arranged for occupancy as residential care/assisted living facilities ICongregate living facilities (transient) with 10 or fewer including more than five but not more than 16 occupants, occupants are permitted to comply with the construction excluding staff. requirements for Group R-3. Group R-4 occupancies shall meet the requirements for con- R-2 Residential occupancies containing sleeping units or more struction as defined for Group R-3,except as otherwise pro- than two dwelling units where the occupants are primarily per- vided for in this code or shall comply with the International manent in nature, including: Residential Code provided the building is protected by an auto- y mac sprinkler system installed in accordance with Section Apartment houses Boarding houses(nontransient) Convents A Group R-4 residential occupancy shall include buildings, Dormitories structures or pans thereof housing more than five,but not more Fraternities and sororities than 16 persons,on a 24-hour basis because of age,mental dis- Hotels(nontransient) ability or other reasons,live in a supervised residential environ- I Live/work units ment that provides personal care. Monasteries A Group R-4 residential occupancy,or portion thereof,sub- Motels(nontransient) ject to licensure by the state,where personal care is adminis- Vacation timeshare properties tered for more than five,but not more than 16 persons, whose • Congregate living facilities with 16 or fewer occupants are occupants may require assisted self-preservation shall be clas- permitted to comply with the construction requirements for sifted as a Group SR-4 occupancy and shall comply with the Group R-3. provisions of Appendix SR. 2010 OREGON STRUCTURAL SPECIALTY CODE 39 RI • STRUCTURAL DESIGN • TABLE 1607.1- contlnu.d 1607.6 Truck and bus garages. Minimum live loads for I MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS,Le,AND garages having trucks or buses shall be as specified in Table MINIMUM CONCENTRATED LIVE LOADS. 1607.6,but shall not be less than 50 psf(2.40 kN/m2),unless r UNIFORM CONCENTRATED - OCCUPANCY OR USE (PA (lbs.l other loads are specifically justified and approved by the build- ing official.Actual loads shall be used where they are greater 34.Stadiums and arenas Bleachers 100" - than the loads specified in the table. Fixed seats(fastened to floor) 60` 1607.6.1 Truck and bus garage live load application.The 35.Stairs and exitsconcentrated load and uniform load shall be uniformly dis- Note f tributed over a 10-foot(3048 mm)width on a line normal to One-and two-family dwellings 40 All other l00 the centerline of the lane placed within a 12-foot-wide 36.Storage warehouses (3658 mm)lane.The loads shall be placed within their indi- (shall be designed for heavier loads if vidual lanes so as to produce the maximum stress in each requited for anticipated storage) structural member. Single spans shall be designed for the Heavy 250 uniform load in Table 1607.6 and one simultaneous concen- Light 125 trated load positioned to produce the maximum effect.Mul- 37.stores tiple spans shall be designed for the uniform load in Table Retail 1607.6 on the spans and two simultaneous concentrated First floor 100 1,000 loads in two spans positioned to produce the maximum neg- Upper floors 75 1,000 Wholesale,all floors 125 , 1,000 alive moment effect.Multiple span design loads, for other effects,shall be the same as for single spans. I 38.Vehicle barrier systems See Section 1607.7.3 TABLE 1607.6 39.Walkways and elevated platforms _ UNIFORM AND CONCENTRATED LOADS 60 (other than exitways) CONCENTRATED LOAD 40.Yards and terraces,pedestrians 100 - (Pouf' UNIFORM LOAD I - LOADINGSS' (poundsAlneer For moment For sheer 41.Exterior foot bridge(when Bart of the 85 CLASS' foot of lane) design design means of egress or an accessible route) 1 For SI: I inch»25.4 mm,1 square inch=645.16 mnf, 1420-44 and HS20 44 .. 640 18.000 26,000 4111 l square foot=0.0929 m', I pound per agnate foot=0.0479 kN/m',l pound=0.004448 kN, 1415-44 and l{S 15-44 - 480 13,500 19,500 I pound per cubic foot=16 kg/m' a. Floors in garages or portions of buildings used for the storage of motor vehicles shall be For SI: 1 pound per linear foot=0.01459 kN/m,I pound=0.00.4448 IN, designed for the rnifonnlydistributed live MadsofTable 1607.1orthe following con- I ton=8.90 kN. centrated bads:(1)for garages restricted to passenger vehicles accorrtmodatiag trot a.An H loading class designates a two-axle truck with a semitrailer.An HS more than nine passengers,3,000 pounds acting on an area 014.5 inches by 4.5 inches; loading class designates a tractor truck with a semitrailer.The numbers fol- (2)for mechanical parking structures without slab or deck which are used for storing passenger vehicles only,2,250 pounds per wheel. lowing the letter classification indicate the gross weight in tons of the sten - h The loading applies to stack mom floors that support nonmobi le,double-faced library nand truck and the year the loadings were instituted. bookstacks,subject to the following limitations: b. See Section 1607.6.1 for the loading of multiple spans. I. The nominal bookstack unit height shall not exceed 90 inches; 1607.7 Loads on handrails, guards,grab bars,seats and 2. The uomiaal shelf depth shalt not exceed 12 incites for each face:and 3. Parallel rows of double-faced bookracks shall be separated by aisles nos less vehicle barrier systems.Handrails,guards,grab bars,acces- dtan 36 inches wide. sible seats, accessible benches and vehicle barrier systems c. Design in accordance with ICC 300. shall be designed and constructed to the structural loading con d. Ocherunifuonloads inaccor ancewithanapprovedmethodwhichcontainsprovisions for truck loadings shall also be considered where appropriate. i't e S se f t • 1 - 4. • 1 c. The concentrated wheel load shall be applied as an arca of 4.5 inches by 4.5 inches. 1 H 7. andrails and I. Minimum concentrated load onstair trads(on area of4square ixhes)is3l)Opounds. 1607. guards. Handrails and guar, g. Where snow loads occur that are in excess of the design conditions,rhe structure shall shall be designed to resist a load of 50 pounds per linear foot be designed to support the loads due to the increased toads caused by drift buildup ora (p)fl(0.73 kN/m)applied in any direction at the top and to s greater snow design determined by the building official(see Section 1608).rot spm - nal-purpose roofs,me Section 1607.11.2.2. transfer this load through the supports to the structure.Glass _ I n. See Section 1604.8.3 for decks attached to exterior walls. handrail assemblies and guards shall also comply with Sec- i. Attics without storage arc those where the maximum clear height between die joist and tion 2407. rafter is less than42 inches,or where there are out two or more adjacent trusses with the same web configuration capable of containing a rectangk 42 inches high by 2 feet wide,(*greater,located within the plane of the truss.For awes without storage,this live Exceptions: load need not be assumed to act concurrently with any other live load requirements. 1. For one-and two-family dwellings,only the single j. Far attics with limited storage and constructed with misses,this live load arced only be applied to those portions of the bottom chord where there are two or more adjacent concentrated load required by Section 1607.7.1.1 trusses with the same web configuration capable of containing a rectangle 42 index shall be applied. high by 2 feet wide or greater.located within the plane of the truss.The rectangle shall fit between the top of the bottom chord and the bottom of any other truss memher,gra 2. In Group 1-3,F,H and S occupancies,for areas that vided that each of the following criteria is met are not accessible to the general public and that > i. The attic area is accessible by a pull-down stairway,and ii. The miss stall have a bottom chat pitch less than 2:12. have an occupant load less than 50,the minimum III iii.8atomchords oftrusses shall bedesigned for the greater ofactual imposed dead load shall be 20 pounds per foot(0.29 kN/m). load or 10 psf,uniformly distributed over the entire span. k. Attic spaces served by a fixed stair shall be designed to support the minimum live load 1607.7.1.1 Concentrated load. Handrails and guards { specified for habitable attics and sleeping rooms. shall be able to resist a single concentrated toad of 200 I. Roofs used for other special purposes shall be designed for appropriate loads as approved by the building onicial. pounds(0.89 kN),applied in any direction at any point 2010 OREGON STRUCTURAL SPECIALTY CODE 375 STRUCTURAL DESIGN along the top,and to transfer this load through the sup- ted to be reduced in accordance with Section 1607.11.2.Roof • ports to the structure.This load need not be assumed to uniform live loads of special purpose roofs are permitted to be act concurrently with the loads specified in Section reduced in accordance with Section 1607.9.1 or 1607.9.2. 1607.7.1' 1607.9.1 General. Subject to the limitations of Sections - 1607.7.1.2 Components. Intermediate rails (all those 1607.9.1.1 through 1607.9.1.4,members for which a value -- except the handrail),balusters and panel fillers shall be of KuAT is 400 square feet(37.16 m2)or more are permitted designed to withstand a horizontally applied normal load to be designed for a reduced live load in accordance with the of 50 pounds(0.22 kN)on an area equal to 1 square foot following equation: (0.093 rnz),including openings and space between rails. Reactions due to this loading are not required to beL = L 025+ 15 (Equation 16-22) superimposed with those of Section 16073.1 orK A 1607.7.1.1. u r to . . G 1 �. - s twer seats and . ''" . i m For SI:L = L (125+ 4.57 bench seats. Grab bars,shower seats and dressing room ,'KuAr bench seat systems shall be designed to resist a single con- centrated load of 250 pounds(1.11 kN)applied in any direc- where: tion at any point. L = Reduced design live load per square foot(meter)of 1607.7.3 Vehicle barrier systems.Vehicle barrier systems area supported by the member. for passenger vehicles shall be designed to resist a single L„ = Unreduced design live load per square foot(meter)of load of 6,000 pounds(26.70 kN)applied horizontally in any area supported by the member(see Table 1607.1). direction to the barrier system and shall have anchorage or Ku= Live load element factor(see Table 1607.9.1). attachment capable of transmitting this load to the structure. For design of the system, two loading conditions shall be AT = Tributary area,in square feet(square meters). analyzed.The first condition shall apply the load at a height L shall not be less than 0.504 for members supporting one of I foot,6 inches(457 mm)abovethe floororramp surface. floor and L shall not be less than 0.404 for members sup- The second loading condition shall apply the load at 2 feet,3 porting two or more floors. inches(686 mm)above the floor or ramp surface.The mom severe load condition shall govern the design of the barrier TABLE 1607.9.1 • restraint system.The load shall be assumed to act on an area LIVE LOAD ELEMENT FACTOR,Ku not to exceed i square foot(0.0929 m2),and is not required ELEMENT IC u to be assumed to act concurrently with any handrail or guard Interior columns 4 loadings specified in Section 1607.7.1.Garages accommo- Exterior columns without cantilever slabs 4 dating trucks and buses shall be designed in accordance with an uppruved method that contains provisions for traffic Edge columns with cantilever slabs 3 _ railings. - Corner columns with cantilever slabs 2 1607,8 Impact loads. The live loads specified in Section Edge beams without cantilever slabs 2 1607.3 include allowance for impact conditions. Provisions Interior beams 2 shall be made in the structural design for uses and loads that involve unusual vibration and impact forces. All other members not identified above including: Edge beams with cantilever slabs i 1607.8.1 Elevators. Elevator loads shall be increased by Cantilever beams 100 percent for impact and the structural supports shall be One-way slabs 1 I designed within the limits of deflection prescribed by Two-way slabs ,ASME A17.1. Members without provisions for continuous shear 1607.8.2 Machinery.For the purpose of design,the weight transfer normal to their span 'of machinery and moving loads shall be increased as fol- lows to allow for impact:(1)elevator machinery, 100 per- 1607.9.1.1 One-way slabs. The tributary area,An for cent;(2)light machinery,shaft-or motor-driven,20 percent; use in Equation 16-22 for one-way slabs shall not exceed (3)reciprocating machinery or power-driven units,50 per- an area defined by the slab span times a width normal to cent; (4) hangers for floors or balconies, 33 percent. Per- the span of 1.5 times the slab span. centages shall be increased where specified by the 1607.9.1.2 Heavy live loads.Live loads that exceed 100 manufacturer. psf(4.79 kN/m2)shall not be reduced. 1607.9 Reduction in live loads.Except for uniform live loads Exceptions: at roofs,all other minimum uniformly distributed live loads,L„ in Table 1607.1 are permitted to be reduced in accordance with I. The live loads for members supporting two or Section 1607.9.1 or 1607.9.2.Roof uniform live loads,other more floors are permitted to be reduced by a than special purpose roofs of Section 1607.11.2.2,are permit- maximum of 20 percent,but the live load shall 376 2010 OREGON STRUCTURAL SPECIALTY CODE a1 .. BUILDING PLANNING TQC 1/11 TABLE R301.5 TABLE R301.6 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS MINIMUM ROOF LIVE LOADS IN POUNDS-FORCE On pounds per square Ivor) PER SQUARE FOOT OF HORIZONTAL PROJECTION USE UYE LOAD TRIBUTARY LOADED AREA IN Attics without storageb 10ut storagebFOR MEMBER SQUARE Attics with limited storages•a 20 ROOF SLOPE oto 200 201 to Boo Over 600 Attics served with fixed stairs 30 Flat or rise less than 4 inches per 20 16 12 Balconies(exterior)aandddecks' 40 foot(1:3) v apes � Rise 4 inches per foot(1:3)to 16 14 12 less than 12 inches per foot(1:I) Guardrails and handrails" _ Guardrail in-fill components ' T + Rise 12 inches per foot(1:1) 12 12 12 and greater 'assenger vehicle jarages' 50' For SI: I square foot=0.0929 m',1 pound per square foot=0.0479 kPa, Rooms otter than sleeping room 40 1 inch per foot=83.3 mm/m. Sleeping rooms 30 TABLE R301.7 + ALLOWABLE DEFLECTION OF STRUCTURAL MEMBERS°.b.cd.. 1 Stairs ALLOWABLE For SI: 1 pound per square foot=0.0479 kPa,1 square inch=645 rnrrr2, STRUCTURAL MEMBER DEFLECTION 1 pound=4.45 N. Rafters having slopes greater than 3:12 with no a. Elevated garage floors shall be capable of supporting a 2.000-pound load finished ceiling attached to rafters U180 applied over a 6-inch square-area anywhere when on the floor and shall be capable of supporting two 2000-pound loads each applied over Interior walls and partitions H/180 6-inch-square areas centered 5 feet apart perpendicular to the direction of Floors and plastered ceilings L/360 vehicle entry and a second pair of 2000-pound loads 9 feet from and aligned with the first pair of 2000-pound toads.These loads shall be applied any- All other structural members 0240 where on the floor but need not be applied closer than 2 feet from the interior end wall nor closer than I foot from interior sidewalls. Exterior wails with plaster or stucco finish H/360 b. No storage with roof not over 3 units in 12 units. Exterior walls—wind loads'with brittle finishes 1-1/240 S c. Individual stair treads shall be designed for the uniformly distributed live Exterior walls—wind loads"with flexible finishes U i 20° load or a 300-pound concentrated load acting over-. :+of4sq . hichever Lintels supporting masonry veneer walls' U600 . A s 1 e concentrated load applied in any direct ion at any point along the top. .Note:L=span length,E l=span height. e. See Section R.502.2.2 For decks attached to exterior walls. a The wind load shall be permitted to be taken as 0.7 times the Component and " - corn.• - - --- - ---- - - •rm ,. lusters and panel ©adding loads for the purpose of the determining deflection limits herein. filters shall be designed to withstand a horizontally applied normal load of b. Foreantikver member&L shall be taken as twice the length of the canti lever. 50 pounds on an area equal to I square foot.This load need not be assumed to c. For aluminum structural members or panels used in roofs or walls of sun- act concurrently with a other live load requirement. room additions or patio covers,not supporting edge of glass or sandwich - • " '. till SI, ;. • i', • r~ -' wit trusses, i . the load panels,the total load deflection shall not exceed L/60.For continuous alu mi- need be applied only to those portions of the bottom chord where there are num structural members supporting edge of glass,the total load deflection two or more adjacent trusses with the same web configuration capable of shall not exceed Lil75 for each glass'item/160 for the entire length of the containing a rectangle 42 inches high or greater by 2 feet wide or greater, member,whichever is more stringent.For sandwich panels used in roofs or located within the plane of the truss.The rectangle shall fit between the top walls of sun room additions or patio covers,the total bad deflection shall not of the bottom chord and the bottom of any other truss member,provided that ext U120. each of the following criteria is met. d.Deflection for exterior walls with interior gypsum board finish shall be lim- e.The attic area is accessible by a pull-down stairway or framed opening ited to an allowable deflection of H/180. in accordance with Section R807_I. e. Refer to Section 8703.7.2. 2.The truss has a bottom chord pitch less than 2:11 3.Requited insulation depth is kss than the bottom chord member depth. R301.8 Nominal sizes. For the purposes of this code, where The bottom .ords of trusses meeting the above•: - - ited stor- dimensions of lumber are specified,they shall be deemed to be all : esign•. for . . e ac imposed dead oad , 10 nominal dimensions unless specifically designated as actual psf,uniformly distributed over the entire span.CI- dimensions. `h_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 concen- trated loads applied to the top of the rail,and to the load on the in-fill compo- nents.These loads shall be determined independent of one another,an other . SECTION R302 loads are assumed not to occur with any live load. FIRE-RESISTANT CONSTRUCTION R302.1 Exterior walls.Construction, projections, openings R301.6 Roof load.The roof shall be designed for the live load and penetrations of exterior walls of dwellings and accessory indicated in Table R301.6 or the snow load indicated in Table buildings shall comply with Table R302.1. io R301.2(1),whichever is greater. Exceptions: 8301.7 Deflection.The allowable deflection of any structural 1. Walls,projections,openings or penetrations in walls member under the live load listed in Sections 8301.5 and perpendicular to the line used to determine the fire R301.6 shall not exceed the values in Table R301.7. separation distance. 2011 OREGON RESIDENTIAL SPECIALTY CODE 3-13 A_