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Report ‘X\S—c" a-o lG— OCA c 4 13Ut,0-Ar RECEIVED January 5, 2016 :. FEB 1 9 2019 � James G. Pierson, Inc. Steve Koch CITY OF TIGARD Precision Rail of Oregon BUILDING DIVISION FNG)NEs� PO Box 412. 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). OFFICE COPY 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 .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 RI - R4 We are pleased to submit this report. Please call us if questions arise. Sincerely yours, RucT AO Ep PROre . ry `� 18345P �` # ¢° cJREG `a' C3 rQNAL Exp'FRES: 6-JO-11 DARES 1ti13Jl1 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 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 ;FL = 38 ksi ;Fty = 35 ksi ;F'cy = 35 ksi ;Fshear = 20 ksi ;Fbearing = 56 ksi ;E = 10000 ksi ;Fb1 = 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(Fbt,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 Ib_ft;or ; M=3600.000 lb in 100 Series Top Rail (SAPA part 13505) ;Sverttoo=0.201 inn/1.159 in= 0.173 in3 ;Shorztoo=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 ;Shorz2o0= 1.442 in4/1.75 in=0.824 in3 375 Series Top Rail (SAPA part 31836) ;Svert300=0.382 in4/1.382 in= 0.276 in3 ;Shorz3o0=0.295 in4/0.875 in=0.337 in3 999 Series Top Rail (SAPA part 29811) ;Svert999=0.228 inn/1.23 in= 0.185 in3 w ;Shorz999= 1.30 in4/1.75 in=0.743 in3 Check smallest section(100 series)for vertical loading direction ;fbvert=M/Svertloo=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/Shorzloo =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 lob no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Loeat,o° Date Oregon and Washington 1/5/2016 610 S .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 ;Vauow=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 Consulting Structural Engineers Location 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 4 Posts All systems use the Residential Post for 36"or 42"height Residentail Series Post (SAPA part 13503) ;Sx1 =0.863 in4/1.188 in= 0.726 in3 For 36"tall posts, 6 ft max spacing ;L6=6 ft Per IRC ;Mi =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/Sxi=9911.472 psi ;or;Fb2=M2/S01=14867.207 psi Commercial—42" height ;Fb3=M3/.Sx,= 11563.384 psi ;or;Fb4=M4/Sxi=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 Location Date Oregon and Washington 1/5/2016 610 S .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*t1 =0.063 in2 ;V=Areal*Fshear/1.65=761.598 lbs ;>100 lbs Check Posts for Shear ;fv=300 lbs/(2*2.375 in*t1)=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*10 x CHECK RAIL SPLICES 3/4'screws,fastened through drilled holes, to a splice centered between the vas.Attach top rail to the post with 4*f8 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 " 4 .. awE► v Hat Channel (SAPA part 25877) j t 44r 0400.444 wuct 9_ $ B �x mee+sir ;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 Consulting Structural Engineers Location 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 6 POST MOUNTING BRACKETS Check screws: Fascia Mount Diagram ;vscrew=300 lbs*(H42+3 in)/(4.5 in"2)=1300.000 lbs Allowable Shear screw; Vscrewauow=120 ksi*.2".7= 16.800 ksi ) -, Shear area required ;v /V =0.077 in2 screw screwallow Use 5/16" x'/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)=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 JamesG. 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 Y4"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 Consulting Structural Engineers Location 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 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; Fc,=625 psi ;T=M4/(4 in*2) ;T=1575.000 Ib;each bolt ;fe,=M4/(4in*2.5in*3in*0.5) ;fe,=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 ;Ihorz35930= 17.814 in4 These are with respect to principal axis orientated aling hte diagonal dimensions of the posts ,Sy35930=Ivert35930/2.116 in ;Sy359330=2.026 in3 SX35930=11101735930/3.805 in=4.682 in3 ;Fbmax=300 lb*(H36+3 in)/SSy35930=5774.948 psi ;-okay For loads parallel to the pricipal axes of the post Ix1=(Ivert3s930+lhorz35930)/2=11.051 in4 ; ly1 =(Ivert35930+lhorz35930)/2=11.051 in4 Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 1/5/2016 610 S .Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax.(503)226-3130 Client Sheet no. Precision Rail of Oregon 9 m Mr THESE DRAWINGS ME ONLY •'\\r REVIEWED AND STAMPED FOR +1- _r=1-L. CONFORMITY TO STRUCTURAL 1111•` IIiI1iI REQUIREMENTSRAILING SYSTEMY W/POST 4Y MIN HEIGHT AND 5'-0•MAX C/L SPACING. R POST EXPOSURE B.80 MPH MAX WIND. MAX 35'BLDG HEIGHT. ' MAIM DECKING (4X)5•FGERLOK FASTENER 0 �� ■' DOUG FlR PERIMETER JOIST •''IN *:* a DOUG AR 6%8 BLOCKING WITH(4) 160 EA END ® (2%)SIMPSON A35 Iv I o —� „„. P1 PLAN VIEW - TYP DECK FRAMING r=r-o• S1 SECTION AT FRAMING RAILING SYSTEM 3•=1'-0• W/POST 42•MIN HEIGHT MD 5'-0•MAX C/L SPACING. R POST EXPOSURE B.80 MPH MAX WIND. MAX 35'BLDG HEIGHT. DECKING . (4X)5•LEDGERLOK FASTENERR O ,..1'-� .. DOUG FIR PERIMETER JOIST 41 r . DOUG AR 658 BLOCKING WITH(4) IMP EN END —I■i, 9�RE PROF�q� (25)SIMPSON A35 1T ' = o �`S�NG(N FF s�°y 8346PE . OREGON <o ( q j S2 SECTION AT PERIMETER �,0,h 19' ��0t� 3•-1'-0• R, GO EXP IRE3' 6-30-I1 Thew drawing.are the proprtyof Pnwidon Rail of Oregon and on.not to a r.pt,doo.d In ung manner,except With the pnmlWon of PrwYlon Rall of Oregon. PROJECT ODATE ALUMARAIL RAILING SYSTEM FASCIA MOUNT PRECISION RAIL OF OREGON Q coNTRicTT%e sr�o AS NOTED 10735 SE FOSTER GRESHAM,OR 97266 1 PHONE OPAWN DY, SHEET NO. IN (503)512-5353 REV./ I ACTON ITh/WE 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 Ib 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 TryYt"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 flate head screws(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=0TM42/(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 1/4"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 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 W) 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 ;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 Ib 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 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 12 • CHECK 5x3 BASE PLATE BENDING 3/8"x 3"x 5" plate ;Tp ate2=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 JamesG. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location DBLe 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=0TM42/4.375 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 4"thick concrete—use Simpson 3/8"diameter strong bolts See attached ACI 318 Appendix D calc. Project lob no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Lo0811on 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 14 4 I 3 * 2 I 1 Parts List ITEM QTY PART NUMBER DESCRIPTION 1 1 BP-5X5-STD-30248 .375 ALUM PLATE 5.00 — 4.38 NOTES: 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 I 7 © —O 1.57 (6X)00.38 THRU I I �/00.65 X 82° 2.50 O O 3.43 4 O O 5.00 El— O CO) _O O I I� A A DRAWN TIM C 7/3/2007 CHECKED SAPA PROFILES,INC. QA TITLE MFG APPROVED BASEPLATE,5X5,STD, HW COMM,DIE 30248 SIZE DWG NO REV B BP-5X5-STD-30248 1 SCALE 4 I 3 SHEET 1 OF 1 2 I 1 "' Company: Pierson, Inc. SIMPSON Anchor DesignerTDate: 12/15/2015 Engineer: Golberg Page: 1/5 Strong-"''ioftware Project: Version 2.4.5673.50 Address: 610 SW Alder#918 Phone: 503-226-1286 E-mail: Peder@jgpierson.com 1.Project information Customer company:PRO Project description:Top Mounted Bracket Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):5.00 State:Cracked Anchor Information: Compressive strength,f.(psi):3000 Anchor type:Torque controlled expansion anchor 'Pc,v: 1.2 Material:Carbon Steel Reinforcement condition: B tension, B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.875 Reinforcement provided at corners: No Effective Embedment depth,her(inch):2.500 Do not evaluate concrete breakout in tension:No Code report: ICC-ES ESR-3037 Do not evaluate concrete breakout in shear: No Anchor category: 1 Ignore 6do requirement: Not applicable Anchor ductility:Yes Build-up grout pad:No hmin(inch):4.50 ca (inch):6.00 Base Plate Cmin(inch):6.00 Length x Width x Thickness(inch):5.00 x 5.00 x 0.38 Srin(inch):3.00 Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design: No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No 0 lb <Figure 1> / 'r � Pt *lb.sem 1200 ft-lb lop 41 320 lb x 0 ft-Ib r ri 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: 2/5 stroneie Software Project: Version 2.4.5673.50 Address: 610 SW Alder#918 Phone: 503-226-1286 E-mail: Peder@jgpierson.com <Figure 2> • K #'' 0 l0 , err A R I a75` 6.00 Recommended Anchor Anchor Name:Strong-Bolt®2-3/8"0 CS Strong-Bolt 2,hnom:2.875"(73mm) Code Report: ICC-ES ESR-3037 estaadii 3y$t6dx " ax 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: 3/5 stronete Software 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.(lb) Vuax(lb) Vey(Ib) J(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 i-�i 1 C")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 .17 pm- X 04 03 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 gNsa(Ib) 5600 0.75 4200 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kcAa lfchef1 5(Eq.D-6) kc 2. Pc(psi) he(in) Nb(Ib) 17.0 1.00 3000 2.500 3681 (Nobg=0(ANc/ANco)Pec,N PedNYc,N 9'cp,NNb(Sec. D.4.1 &Eq. D-4) ANS(int) ANco(in2) PSS.N Wed,N Yc,N Pcp,N Nb(lb) 0 Moog(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) ONp,=0'Y,P2aNp(Yc/2,500)°(Sec.D.4.1, Eq. D-13&Code Report) q,P Aa Np(Ib) f'o(psi) n 0 ONp„(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. s ., j-' _,. ,-, y 1,:, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: Pierson, Inc. Date: 12/15/2015 Engineer: Go!berg Page: 4/5 strong...Ile 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 OgroutOVsa(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(Ie/da)021IdaAa-)1Ycca,1.5:92alIfoca,1 s1(Eq. D-33&Eq.D-34) le(in) da(in) xle f'c(psi) cel(in) Vbx(Ib) 2.50 0.38 1.00 3000 9.75 10446 OVcbgx=0(Av/Avco)Y'ec,VVied,VVic,VVih.VVbx(Sec. D.4.1 &Eq.D-31) Avc(in2) Avco(in2) Y'eb,v Yed,V Po,v Th,v Vbx(Ib) 0 OVcbgx(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=minI7(le/da)02ydeReNYcce11'5;92a-focal'.5I(Eq.D-33&Eq. D-34) /e(in) de(in) Ae fc(psi) cel(in) Vby(Ib) 2.50 0.38 1.00 3000 6.00 5043 OVcbgx=0(2)(Avc/Avoo)Yeo,vTed,VVic,vY'h,vVby(Sec. D.4.1 &Eq.D-31) Avo(in2) Avco(in2) Yeo,v Ved,V `lo,v Y'h,V Vby(Ib) 0 OVcbgx(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) OVcpg=rbkcpNcbg=Okcp(ANc/ANco)Yec,N Yed,N Yc,N Ycp,NNb(Eq.D-41) kop ANc(in2) ANco(in2) 'ec,N Wed,N Yc,N Wcp,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,Nue(Ib) Design Strength,0N„(lb) 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,Veb(Ib) Design Strength,eV,(lb) 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 Nee/0Nb Vue/iV„ Combined Ratio Permissible Status Sec. D.7.1 1.00 0.00 100.3% 1.0 Pass 318"0 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 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 11 I 52 RAILING SYSTEM THESE DRAWINGS ARE ONLY W/POST 42•MIN HEIGHT74— REVIEWED AND STAMPED FOR AND 5'-0•MAX C/L SPACING. R POST CONFORMITY TO STRUCTURAL • 41-0EXPOSURE B.80 MPH MAX WIND. REQUIREMENTS. MAX 35'BLDG HEIGHT. 5X5 X 3/B• BASE PLATE (4X)5•LEDGERLOK FASTENER toy T1 I DECKING oO Y DOUG FIR 2X FRAMING (40)SIMPSON A35 _ S 51 DOUG FIR 6X6 BLOCKING WITH(4) 16d EA ENO P1 PLAN VIEW - TYP DECK FRAMING RAILING SYSTEM / — 1 1•=1'-0• W/POST 42"MIN HEIGHT V RAILING SYSTEM MD 5'-0•MAX C/L SPACING. R POST W/POST 42•MIN HEIGHT EXPOSURE B.80 MPH MAX WIND. MD 5'-0•MAX C/L SPACING. R POST MAX 35'BLDG HEIGHT. EXPOSURE B.80 MPH MAX WIND. 5X5 X 3/8" $ OSECTON AT FRAMING MAX 35'BLDG HEIGHT. BASE PLATE (40)5/16•e X 2• 3'-i'-0• 5X5 X 38" GRADE 5 CADMIUM BASE PLATE (40) 916CADMIUM (40)5"LEOGERLOKGRAA PLATED STEEL SCREWS PLATED STEEL SCREWS FASTENER ., Il I DECKING I DECKING t DOUG RR PERIMETER JOIST DOUG FIR 6X6 BLOCKING II Z WTTH(4) 16d EA END (20)SIMPSON A35 @ SECTION AT PERIMETER s-r-D• $2 SECTION TM.e drawing.an N.pnp.r4r of Pnol•lan Run of Or.on and an not to 6.reproduced In any manner,.aapt with RA.p.nnNdan of Pr.cklon Rall of Oregon. 0PROJA ECTDATE ALUMARAIL RAILING SYSTEM A BASE PLATE MOUNT PRECISION RAIL OF OREGON COHIRACToR srdt AS NOTED 10735 SE FOSTER GRESHAM,OR 97266 L PHONE DRAWN BY: SHEET NO. OF (503)512-535.3 REV.. I AL'IION 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 ;Ta„ow= 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 Consulting Structural Engineers Location 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 15 CHECK BOTTOM RAILS Check bottom rails for wind loads or 50 lbs over 1 sq,ft. 100 Series Bottom Rail (SAPA part xxx) ;Svert,00b=0.201 in4/1.159 in= 0.173 in3 ;Shorz,00b=0.228 in4/1 in=0.228 in3 200 Series Bottom Rail (SAPA part 33565) ;Svertzoob=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;fb,00=M/Svert,00b =5189.552 psi 200 series stress;fb200=M/Shorzzoob=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=900.000 lb in Bending=Wind/Shorzzoob=7693.805psi Use 200 series for bottom rails for all glass rail systems Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Date Oregon and Washington 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) ;Mplate=200 lb x 3 in/4= 150.000 lb_in For 3/16"thick plate x 1"x 3" ;tplate=0.1875 in ;fb=Mplate x 6/(1 in X tplate X tplate)=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 Location Date Oregon and Washington 1/5/2016 610 S .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 i 1 1 ..._.� ._._ 1 i - _ _. f 301 - - 4. efr[i 1(.414:1.. 1 56 /4.1: 112A 316 5 ;_ F.._..__, 1 _.,. - -r 014. . ! ; .1.. • , , i ; : i 1 , ; 1 : i , , 1 . , , L 1 e t i 1• I 1 I I 1,541 luta } g ( „- 516,3;- :`.._ i __ ,_ ..... .c t.. ... �.....-.1... 1__ I � _ 1 ' -Gam._..>L" _..- +-._.... + _ _ ;._...._._ _. I i i • t i 1 : t ' S_ ....._� . ._. �......,_..__.�._ - - L.... f �% of • Lt' r� ' I • ll.:..1 , , ! ii , 1 ci • I L_ ...II° i • i 1- 1 u,,c C 1 it. l I I - .._ : a.: ' , Li:, h ! ,. i , r ! � ,-+i, Ai ri! ....4.. ..1.......4_ ..., ...,,...tiAi ir.... _...t.. t 1: i. , I 1 1 , i .I I r + • 1 • 1 + 1 1 i '` 1 f 3 t _; 1 : I I ; + .'; 11 , 3 �... fig.. _ ------ _�..�_____._.. - _ J ; Z 1 1 i Iy • I. ..}. __._._..............._;.........._....,. _.__.--...... ,...,_.r...... y.. A;..'._....,.._._ 1. } i . , 11 1 i i : '1 1 i i - t , 1 it • r r 1 r 1 1 .. _ I :12.5 4 ISa LD.. _ 1 ! 1 i ' - • 1 Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Date 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 • �— -- I t • , _.._.., I. .. . .i+a ,csi►.�,'tcit�' I{43k,� ,_ _ 1 I : i : x 1 j.... , i r ! ! ! { - 2x6 , . ...... �- �__._...__. .. .. ... _. _._ 1 i �. , ,i{^ r I 3 i I _- I 1 ,...' 1_1_ 1 ,, ; Iii . , -4 ., /t • .n',. t..4..,,t ‘ .,.._......_ . . 1 i i ; ( � j ! f t ; j 1 a f l - L .. _...• ari VI?yin , %" ghat'. " G1i . 4-� Senfrc ; 1 1 . �. ffII i i I ! I j i • --€-••• _ i ( Glc 0F� • { .i f. • f L._ i i • 1 • • i • • i i ; i , r 1 i l I� i. fi �...�; ; 3,,. -_. .gr it f ;1, � r r i 4 3 { III r , i l i L • Ij i i f i , 1 _i. 1 { I i ; j : 1 1 i ,. s ...' 1 ritto i j t I i te101--..11 --t.ii;ge.4.0. 1.1... ,•: ..1 1_ •,, _1... ,, .y.. : et C4Its 41 . i I i , i , ; l f • Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Dne 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 Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Date 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 1350 /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 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): 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): Ix = 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 13506 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 lyy = 0.015 Polar Moment of Inertia = 0.119 in-4 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 sapa :SECTION PROPERTIES 100 SERIES SPACER 3508 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): 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 SECTION PROPERTIES sa pa • 200 SERIES TTL POCKET INFILL 55 /12 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 16567 1 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): 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 SECTION PROPERTIES sapa : 1 .5 X .626 X .061 SQ TUBE 1852 0 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 • 20362 AF4 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): lx = 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 save• 200 SERIES SPACER 2 1 899 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 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) lc = 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 FOR OA CO'S 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 = 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 26707 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) 27667 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 co 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) Ixx = 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 JScs 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) Ixx = 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" „, 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 sa pa • HEAVY COMMERCIAL POST (. 150 WALL) 3218 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): lx = 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 sa a • 375 SERIES TOP RAIL 31836 111 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 SECTION PROPERTIES sapa : 200 (HD) SERIES BOTTOM RAIL 33565 6 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 " 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 sa a • ROUND CORNER RAIL CONNECTION BLOCK • 35291 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): Ix = 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 sa pa • FASCIA MOUNT BRACKET 35 /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(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): 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 35 /157 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 Iyy = 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 35757 (12, 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): Ix = 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 Iyy = 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 sa a SCREW-ON PICKET BOTTOM RAIL 36036 --1 11/16"--- f 4 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=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) u=(1.0) v—(0.1) SECOND MOMENTS OF AREA(ABOUT PRINCIPAL AXES) Icu=0.119423005552431 Icv=0.189021665652036 SECOND MOMENTS OF AREA(ABOUT COORDINATE SYSTEM AXES) lx=9.51984977081456 = 18.6409855198935 PRODUCT OF SECOND MOMENT OF AREA(ABOUT COORDINATE SYSTEM AXES) Ixy—13.1702822624741 MOMENTS OF INERTIA(ABOUT PRINCIPAL AXES) J.=0.119423005552431 Joy=0.189021665652036 MOMENTS OF INERTIA(ABOUT COORDINATE SYSTEM AXES) Jx=9.51984977081456 Jy= 18.6409855198935 PRODUCT OF MOMENT OF INERTIA(ABOUT COORDINATE SYSTEM AXES) Jxy— 13.1702822624741 SECTION MODUU ABOUT PRINCIPAL AXES Zoo—0.103808691653313 Zcv=0.221967187574604 DISTANCE FROM NEUTRAL AXIS u TO EXTREME FIBER Du= 1.1504143212908 DISTANCE FROM NEUTRAL AXIS v TO EXTREME RBER 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. i HAND RAIL BRACKET - NEW DESIGN 36038 2 1/2" 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): Ix = 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 : a 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 : 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 adequate in size to seat all the tenants (ORS 455.425). The includes,among others,the use of a building or structure or a multiservice room shall include adjacent toilet facilities for portion thereof,for the display and sale of merchandise and both sexes;a service area with a kitchen sink,countertop and involves stocks of goods,wares or merchandise incidental to 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 I 1 309.2 Quantity of hazardous materials.The aggregate quan- fewer persons of any age for less than 24 hours. city of nonflammable solid and nonflammable or Child care facilities that provide accommodations for six or noncombustible liquid hazardous materials stored or displayed 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 310.2. SECTION 310 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) 11-4 Residential occupancies shall include buildings arranged for occupancy as residential care/assisted living facilities Congregate 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- matic uto- ma3 c gsprinkler system installed in accordance with Section Apartment houses903_2.8_ 0 Boarding houses(nontransient) Convents A Group R-4 residential occupancy shall include buildings, Dormitories structures or parts 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 otherreasons,live in a supervised residential environ- 1 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- Vacati Vacation timeshare properties tered for more than five,but not more than 16 persons, whose IIICongregate 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. it 2010 OREGON STRUCTURAL SPECIALTY CODE 39 RI • STRUCTURAL DESIGN • TABLE 1607.1-continued 1607.6 Truck and bus garages. Minimum live loads for I MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS,L AND garages havingtrucks or buses shall be as specified in Table MINIMUM CONCENTRATED LIVE LOADS9 j607.6,but shall not be less than 50 psf(2A0 kN/m2),unless [INiFORM CONCENTRATED OCCUPANCY OR USE 0/50 (0 ] 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 than the loads specified in the table. Bleachers 100' - 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- One-and two-family dwellings 40 Note f tributed over a 10-foot(3048 mm)width on a line normal to All other 100 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 required 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 simultaneous concentrated 1607.6 on the spans two a First floor 100 1,000 1 upper floors 75 1,000 loads in two spans positioned to produce the maximum Deg Wholesale,all floors 125 1,000 ative moment effect.Multiple span design loads, for other 1 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 - (pounda►p UNIFORM LOAD - } 41_Exterior foot bodg (when part of the LOADING (paundefllneer For momerrt For shear I I means of egress ore an accessibleute ro ) gs r CLASS' of lane) design design 4111 For 57: I inch=25.4 mm,1 square into=645.16 mol'. H20-44 and HS20 44 640 18,000 26,000 1 square foot=0.0929 m', I pound per square foot=0.0479 kN/mt,I pound=0.004448 irN, H 15 4 and HSI 5-44 480 13,500 I 19,500 I pound per cubic foot'16 kghn' a. Floors in garages or portions of buildings used for the storage of motor vehicles shall be For SI: I pound per linear foot=0.01459 kN/m,1 pound=0.004448 IN. designed for the anifnrmly distributed live toads ofTabk 1607.1 or the follrrwing con- 1 ton=8.90 kN. cemrxed loads:(I)for garages restricted to passenger vehicles accommodating not 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 of 4.5 inches by 4.5 inches: loading class designates a tractor truck with a semitrailer.The numbers fol- (2)for mechanical parking structures without slob or deck which arc used for storing lowing the letter classification indicate the gross weight in tons of the sten- passenger vehicles only,2,250 pounds per wheel b. The loading applies to stack mom floors that support nonmobile,double-faced library third truck and the year the loadings were instituted. booksucks,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; 1647.7 Loads on handrails,guards, grab bars,seats and 2. The ruminal shelf depth start not exceed 12 Inches for each face:and 3. Parallel rows of double-faced booksucks shall be separated by aisles not less vehicle barrier systems.Handrails,guards,grab bars,acces- than 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 Gon- d. Other uniform loads in atxvninnce with an approved method which cortins provisions for truck loadings shall also be considered where appropriate. i t t ns se In '' 1.- ', - I c. The concentrated wheel load shall be applied or an area of 4.5 inches by 4.5 iacbea. f. Minimum concentrated load on stair treads(on area of4square inches)is300pounds. 1607.7.1 Handrails and guards. Handrails and guar, g. Where snow loads occur that are in excess of the design conditions,the 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 loads caused by drift buildup or a (pit)(0.73 kN/m)applied in any direction at the top and to greater snow design determined by the building o8iciat(see Saturn 1608).for spe- cial-purpose roofs,sot Section 1607.11.2.2. transfer this load through the supports to the structure.Glass I h. See Section 16041.3 For decks attached to exterior walls handrail assemblies and guards shall also comply with Sec- i. Attics without storage are those where the maximum clear height between the Rau and don 2407. rafter is Less than 42 inches,or where there are not two or more adjacent trusses with the same web configuration capable of conedning a rectangle 42 inches high by 2 feet Exceptions: w ide,or greater,located within the plane of the truss.For antes without storages this live load need not be assumed m 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 trusses,this live load need 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 inches shall be applied. high by 2 feet wide or greaser,located within the plane of the truss.The rectangle shall fit between the top of the bottom chord and the bottom of any otherlruss member,pro 2. In Group 1-3,F,H and S occupancies,for areas that sided that each of the following criteria is met i. The ante area is accessible by a pull-down stairway,and are not accessible to the general public and that III ii.The suss shall have a bottom chard pitch less than 2:12. have an occupant load less than 50,the minimum iii.Bottom chords or trusses shall bc designed for the greater of actual imposed dead load shall be 20 pounds per foot(0.29 kN/m). load or 10 psf,uniformly distributed over the entice span. k. Attic spaces serve by a fixed stair shall be designed to support the minimum lire load 1607.7.1.1 Concentrated load. Handrails and guards specified for habitable attics and sleeping monms- shall be able to resist a single concentrated load of 200 I. Roofs used for other special purposes shall be designed for appropriate loads as approved by the building official. pounds(0,89 kN),applied in any direction at any point 2010 OREGON STRUCTURAL SPECIALTY CODE 375 12'1- 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 I 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 16(Y7.9.1.4,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 be L = L, 0.25+ 15 ) (Equation 16-22) superimposed with those of Section 1607.7.1 or IIK A 1607.7.1.1. u r no . G I 1,. . s +wer seats and i ., " • IIM For Sl:L = L„ 025 4.57 bench seats;. Grab bars, shower seats and dressing room KuAT 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 1607.73 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 1 foot,6 inches(457 mm)above the 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 mom floors. inches(686 mm)above the floor or ramp surface.The more 111 severe load condition shall govern the design of the barrier TABLE 1e07.8.1 LIVE LOAD ELEMENT FACTOR,Kit restraint system.The load shall be assumed to act on an area not to exceed 1 square foot(0.0929 m2),and is not required ELEMENT Ku 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 approved 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 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 1. 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 1607.1 1.2.2,are permit- maximum of 20 percent,but the live load shall 376 2010 OREGON STRUCTURAL SPECIALTY CODE R3 t BUILDING PLANNING TRC • TABLE 8301.5 TABLE R301.6 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS MINIMUM ROOF LIVE LOADS IN POUNDS-FORCE (In pounds per square fool) PER SQUARE FOOT OF HORIZONTAL PROJECTION USE LIVE LOAD TRIBUTARY LOADED AREA IN Attics without storage" I fl SQUARE FEET FOR ANY STRUCTURAL MEMBER Attics with limited Storageb s 20 ROOF SLOPE oto 200 201 to 600 Over 600 Attics served with fixed stairs 30 Flat or rise less than 4 inches per 20 16 12 Balconies(exterior and decks` 40 foot(1:3) " '' Rise 4 inches per foot(1:3)to apes less than 12 inches per foot(1:1) 16 14 12 Guardrails and handrails"' Rise 12 inches per foot(1:1) Guardrail in-fill componentsc � Okand greater 12 12 12 assenger vehicle_garages' 50' For SI: I square foot=0.0929 m1,I pound per square foot=0.0479 kPa, Rooms other than sleeping room 40 I inch per foot=83.3 mnnm. Sleeping rooms 30 TABLE R301.7 ALLOWABLE DEFLECTION OF STRUCTURAL MEMBERS°•o•e•d.e Stairs 40` ALLOWABLE For SI: 1 pound per square foot-0.0479 kPa,1 square inch=645 mm2. STRUCTURAL MEMBER DEFLECTION 1 pound=4.45 N_ Rafters having slopes greater than 3:12 with no a. Elevatedgarage floors shall be capable of supporting a 2,000-pound load U180 P� PPmh 8 Pott finished ceiling attached to rafters applied over a Grinch square-area anywhere when on the floor and shall be capable of supporting two 2000-pound loads each applied over Interior walls and partitions H1180 - 6-inch-square areas centered 5 feet apart perpendicular to the direction of Floors and plastered ceilings 0360 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 1)240 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 walls 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 H/240 c. individual stair treads shall be designed for the uniformly distributed live ill Exterior walls—wind loads'with flexible finishes 012(1° load or a 300-pound concentrated load acting over a . ..of4sq hichever••., Lintels supporting masonry veneer walls U600 ,. A s 1 e concentrated load applied in anydirection at any point along the top. Note:L a span length,II=span height. e. See Section R502.2.2 for decks attached to octerior walls. a. The wind load shall be permitted to be taken as 0.7 times the Component and "i: 71• - corn.. . . n . . rat ,...lusters and panel padding loads for the purpose of the determining deflection limits herein. filters shall be designed to withstand a horizontally applied normal load of h For cantilever members,L shall be taken as twice the length oft hecantilever. 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 un .i st. .. I . . .r- -, wit trusses, • . we load panels,tfc total load deflection shall not exceed U60.For con tinuous alum i- need be applied only to those portions of the bottom chord where there are num structural members supponing edge of glass,the total load deflection two or more adjacent trusses with the same web configuration capable of shall not exceed U175 for each glass file or 1)60 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 sunroom additions or patio covers,the total load deflection shall not of the bottom chord and the bottom of any other truss member,provided that exceed Li 120. each of the following criteria is met. d.Deflection for exterior walls with interior gypsum board finish shall be lin- e.The attic area is accessible by a pull-down stairway or framed opening ited to an allowable deflection of H/I 80. in accordance with Section R807.1. e. Refer to Section R703.7.2. 2.The truss has a bottom chord pitch less than 2:12. 3. Required insulation depth is less duan the bottom chord member depth. 8301.8 Nominal sizes. For the purposes of this code, where The bottom .ords of trusses meeting the above•: ri. : i bed stor- dimensions of lumber are specified,they shall be deemed to be :11 i esign• for . . . e ac •.•imposed dead oad. 10 nominal dimensions unless specifically designated as actual psf,uniformly distritxuund over the entire span. 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. SECTION R302 loads are assumed not to occur with any other live load. ARE-RESISTANT CONSTRUCTION 8302.1 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. 0 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 R301.5 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 R4