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Report Ms12,ot9 oo 4i6 22.4 6W Kerr a Simpson Strong Tie® Ledger Solutions SIMPSON STRONGDRIVE® SDS SCREWarmlet, For Deck Ledgers Code-Equivalent Fastening Solution for Deck Ledger-to-Band Joist Connections y' Correct ledger attachment is crucial when building a deck that is attached to another structure, such as a house. Separation of the ledger from the primary structure is one of the most yz. common causes of complete deck failure. • Simpson Strong-Tie®Strong-Drive®SDS Screw The Simpson Strong Tie®Strong-Drive®SDS screw is a versatile 1/4"-diameter structural wood screw that can be used to easily install deck ledgers to band joists and meet the requirements of the building codes. • Features of the patented SDS screw include: ' e y •Faster and easier to install than bolts or lag screws ' Af' -if •No pre-drilling required due to straight knurl/ �� reamer features •Only ledger fastener with solutions provided for 5 various engineered wood product band joist materials •Equivalent alternate to 2009 IRC Table R502.2.2.1 for ledger applications provided on page 2 ly •Code report: ICC-ES ESR-2236 •Available with a double-barrier coating (corrosion f resistance equivalent to hot-dip galvanized finish)or , �s, ,j�... in Type 316 stainless steel •3/8" Hex washer head is stamped with the Simpson }� Strong Tie°"No-Equal"# sign and fastener length for easy identification after installation.Additional washers not required. Identification stamped on all SDS screw heads Product Information and Allowable Shear Loads Screw Thread Quantity Shear(100)' 1.Allowable loads for the SDS screws Model No. Finish/Material Length Length Master 1W Wood Side Plate° are based on ICC-ES ESR-2236 (in) (in) Pack evaluation report. Canon DF/SP' SPF/HF 2.All allowable shear loads assume a minimum main member thickness of SDS25312 Double-Barrier Coating 31/2 214 10 25 340 245 the screw length minus the side member thickness. SDS25312SS Type 316 Stainless Steel 31/2 21/4 10 25 340 245 3.Loads reflect a load duration factor of SDS25500 Double-Barrier Coating 5 23/4 6 25 350 250 Co=1.00 and may be increased up to aCc=1.60. Corrosion Information: The double-barrier-coated SDS screw is suitable for outdoor and some preservative-treated wood applications.The stainless-steel SDS screw is suitable for higher-exposure environments where maximum corrosion resistance is required.Several examples of more corrosive environments include exposure to ocean-salt air,large bodies of water,some preservative-treated woods,and other chloride environments such as the use of de-icing salts. For more information on corrosion and guidelines for selecting the appropriate finish, visit www.strongtie.com/corrosion. ©2010 Simpson Strong-Tie Company Inc. F-SDSLDGR10 3/10 exp.6/12 CODE-EQUIVALENT DECK LEDGER-TO-BAND JOIST CONNECTIONS Code Requirements The 2009 International Residential Code®(2009 IRC) provides prescriptive fastener spacing for the attachment of a deck ledger to a band joist with 1/2"diameter lag screws or through bolts.The Where supported by 2009 IRC Table R502.2.2.1 applies to 2-inch nominal solid-sawn lumber or minimum 1x91/2"DF LVL attachment to an exterior band joist material,and 40 psf live load/10 psf dead load applications. Other conditions are to be wall,decks shall be designed according to accepted engineering practice.* positively anchored to Table 1 SDS screw spacing values(below)are equivalent to 2009 IRC Table R502.2.2.1, based on the primary structure p g q and designed for both testing of the Strong-Drive®SDS screw with a factor of safety of 5.0.Table 1 also provides SDS vertical and lateral loads screw spacing for a wider range of materials commonly used for band joists,and an alternate as applicable.Such loading condition as required by some jurisdictions. +/ attachment shall not be Table 1—SDS Screw Spacing for a Sawn Lumber Deck Ledger to Band Joist accomplished by the use of toenails or nails Ledger SOS Maximum Deck Joist Span subject to withdrawal. Loading Nominal Screw Upto Up to Up to Upto Up to Upto Up to Condition Size Length Band Joist Material and Size 6 ft. aft. 10 ft. 121t. 14 ft. 16 ft. 18 ft. SRC Section20 (in.) (in.) Maximum On-Center Spacing of Fasteners(in. 8502.2.2 P 9 ) Attachment of a deck 40 psf 2 2X3 xx 352 2"Nominal Sawn Lumber 13" 10" 8" 6" 5" 5" 4" ledger to a nominal Live 2x lumber band joist is 10 psf 2x 3/ 1"Min.Oriented Strand Board(OSB)Rim Board 12" 9" 7' 6" 5" 4" 4" permitted in accordance Dead 2x 31/2 1'4"Min.Oriented Strand Board(OSB)Rim Board 15" 11" 9° 7" 6" 5" 5" with Table 8502.2.2.1 or 1'/a'Min.Structural Composite Lumber for decks supporting 60 psf 2x 3/z 2'Nominal Sawn Lumber 9° 7" 5° 4" 4° 3' 3' a 40 psf live load and Live 2 2x3 5 10 psf dead load. 10 psf 2x 31/2 1°Min.Oriented Strand Board(OSB)Rim Board 8' 6" 5° 4" 3' 3° 2" IRC 2009 Dead 2x 31/2 11/2"Min.Oriented Strand Board(OSB)Rim Board 10" 8° 6" 5' 4" 4" 3" Section 8502.2.2.1 or 1W Min.Structural Composite Lumber 1.Solid-sawn band joists shall be Spruce-Pine-Fir,Hem-Fir, 2.Fastener spacings are based on single fastener testing of the Deck ledger connections Douglas Fir-Larch,or Southern Pine species.Ledger shall Strong-Drive®SDS screw with a safety factor of 5.0 and include not conforming to Table be Hem-Fir,Douglas Fir-Larch,or Southern Pine species. NDS wet service adjustment factor. 8502.2.2.1 shall be 3.Multiple ledger plies shall be fastened together per code designed in accordance independent of the SDS screws. g wood structural with accepted engineering Exterior cladding panel sheathing and flashing not 1/2"fastened max.thickness Ledger fastener spacing may be practice.Girders shown for clarity fastened per code offset up to 3'to avoid interference supporting deck joists Band joist —1'"minimumfrom with joist attachment ` per Table 1 top of ledger and band joist shall not be supported p on deck ledgers or band i joists.Deck ledgers shall n«tr or a'6 SOS wood screws mum not be supported on bock, stagger vertically rowsn�acn A space m accordance f ,/ spacing stone or masonry veneer. vs with Table 1 IRC 2009 �I..... IIMMII Section 8502.2.2.2 2'nominal deck 1%z'minimum from ledger shown 4"to 5" On-center bord of djoist a (double 2' from end of spacing of and band joist • ledger similar) ledger SOS wood 'Note:This flier addresses 1 screws deck ledger connections only. Ledger-to-Band Joist Assembly SDS Screw Spacing Detail For a complete overview of all (Wood-framed lower floor acceptable, code-required deck connections, concrete wall shown for illustration purposes) including critical lateral load attachment to the structure,see our Deck Framing Connection Guide.Table 8502.22.1 in the Comparison of Shear Performance of Common 2x Ledger Fasteners 2009 IRC was developed using Spruce-Pine-Fir Lumber—Perpendicular to Grain Loading shear design values for lag screws and through bolts that were derived The figure below compares the NDS lag screw value,the tested lag screw value used in the 2009 IRC from application testing.Application (source:2009 IRC spacing values)and the Simpson Strong Tie®SDS Screw. testing consisted of fastening a ledger over wood structural panel I 400 1.1/2"Lag screw shear design value based on Z sheathing into a band joist.The 350 perp per 2005 NDS.Minimum main member tested shear design values are significantly higher than values 300 penetration=2"(4D). 2./: Lag screw shear tested design value calculated by the NDS.When using 'a 250 based on engineering calculation of IRC alternate fasteners to replace those H 200 Table 8502.2.2.1. prescribed in IRC Table R502.2.2.1, s 150 3.SDS screw value based on Simpson Strong Tie® it is important to space them to 3 Wood Construction Connectors catalog, support the design loads on the o 100 deck and not space them to provide a Apssumption: p0 and verified per Fir lumberon testing. g. equivalence to calculated NDS lateral F 50 4.perpendicularesumdto grain loadin wwith design values.See"Comparison of o '' to grain loading in wet service. ' Shear Performance of Common "Lag Screw Lag Screw Simpson Strong-Tie® 2005 NDS Tested Design Value 50525312 2x Ledger Fasteners"chart. Design Value (2009 IRC) This flier is effective until June 30,2012,and reflects information available as of March 1,2010. This information is updated periodically and should not be relied upon after June 30,2012;contact 800-999-5099 Simpson Strong-Tie for current information and limited warranty or see www.strongtie.com. www.strongtie.com ©2010 Simpson Strong-Tie Company Inc PO Brix 10709 Pleasanton CA94505 F SDSLDGR10 3/19 exp 6/12 .x_vz..,11,. .44,,,,,...,:.. ,.r:;,,u, ,.br.:rc.Ew,c.-u...vcc« w4:-1 ur/, /,r✓.'a o.,..,...1.a.,,: i.�,:.'L'r' �.,,:u,..0 ; -, .,,,,, , . September 18, 2018 (tel James G. Pierson, Inc Steve Koch � �x Precision Rail of Oregon 5 PO Box 412. MG►NE�� 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. Alumarail is manufactured by Hydro Extrusions (formally known as SAPA). Previous versions of the Residential Guardrail System engineering report also prepared by Pierson, Inc. but directly for SAPA were incorporated into this report. CONCLUSIONS 1. The analysis demonstrates that the Precision Rail Residential guardrail system meets the requirements of the 2015 International Residential Code for systems used in one- and two-family dwellings as defined in those codes. Multiple family dwellings (apartments, condos, hotels) and other commercial applications, although similar use of the products, the design documentation required for those applications of the guardrails system is beyond the scope of this analysis. 2. The analysis utilizes allowable stress design(working stress design). The analysis provides a suitably conservative demonstration that the residential guardrail system meets the applicable code requirements. 3. Verification that the deck or balcony framing supporting the guardrail system meets the minimum sizes specified is beyond the scope of this report (by others). Consulting Structural Engineers 610 S.W.Alder Street,Suite 918, Portland,Oregon 97205 Tel (503)226-1286 Fax (503)226-3130 PRODUCT DESCRIPTION The Precision Rail Residential Railing System consists of extruded 6005-T5 aluminum alloy framing members (posts and rails) with aluminum balustrades (for which Precision Rail uses the term "pickets") or glass balustrade panels or stainless steel cables. (Balustrade material is designated "infill" in the industry.) Aluminum members are connected with cadmium-coated Torx Drive flat head steel screws and coated with a pigmented enamel finish for durability and aesthetics or Type 304 SH stainless steel flat head screws. The railing systems are typically sold for use as exterior residential guardrails on balconies, decks, porches, stairs and similar installations where railings are required or desired. These systems are designed to be partially field-fabricated using stock components. The frames are designed to attach the systems to structures composed of wood and other components. The screw and lag connectors used to connect to the supporting structures should be either hot dipped galvanized steel or stainless steel. The top railing for these systems is offered in rounded cross-sectional configurations (Series 100 and 999) or flat configurations (Series 200, 375 and 500). Railing sections are fabricated for 5-foot spacing for glass infill systems between vertical posts or up to 6-foot spacing for other infill. These sections are attached to a short railing block which in turn is attached to the vertical posts. The posts are attached to mounting brackets which are attached to the deck or balcony framing. STANDARDS Precision Rail products are marketed in the western United States. Therefore, it was determined that standard used for analysis should be the minimum loads specified in the 2015 International Building Code (IBC) and the 2015 International Residential Code (IRC) which are the basis for state building codes in the Western United States. Guardrails and handrails are required by both codes where safety from falling is involved in the design and construction of buildings. A subset of the load provisions of the IBC are incorporated into the IRC which is widely used by state building code organizations as the minimum standard for construction of one- and two-family dwellings as well as townhouses. The IBC covers other types of residential such as multi-family structures (condos, apartments, mixed use buildings). It was determined that the loading provisions of Section 1607.8.1 of the IBC is the more conservative of the two codes that apply to the Precision Rail residential railing systems. A copy of the key code sections is attached. Per the IBC, Railing Systems are required to withstand a specified loading of 200 pounds applied in any direction or 50 pounds per linear foot to the top rail of guardrails. The IBC does exempt the 50 plf requirement for one- and two- family dwellings and this uniform load is also 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). Railing systems are limited by ASD wind pressures of 30 psf or less on the glass as determined by the designer or local building codes. Example calculations to convert wind speed to wind pressure included in this report. The terminology of the IBC "be designed to resist" was interpreted to mean that the railing system being analyzed would resist the forces applied without any material yielding (breaking or permanent bending). Because railing system members are not considered to be structural components of a building, the material deflection limit requirements do not apply; however, it is obvious that a railing system must resist minimum loads without plastic a deformation that would compromise safety. Thus, the analysis utilizes allowable stress design (working stress design). The analysis provides a suitably conservative demonstration that the residential guardrail system meets the applicable code requirements. ANALYSIS RESULTS The analysis is elaborated as follows: Calculations Pages 1 - . Section Properties Pages S1 - S21 • Code References Pages Rl - R4 We are pleased to submit this report. Please call us if questions arise. Sincerely yours, �a X0,1) PROFr. f � '\\G�N£�C• )p4.4 vSS44 s 4,44 ckil 18 4.'E #its +ct.% ,Q Q v‹, OREGON 4. SIM < 'c4 19, N4� (3 40082353 .. c R. GO\'� '• tetinivitrdts 4570NAL Vv. EXP[RES: 6-30-19 EXPIRES 10/13/19 Peder Golberg, P.E., S.E. Principal Consulting Structural Engineers 610 S .Alder Street,Suite 918, Portland,Oregon 97205 Tel (503)226-1286 Fax:(503)226-3130 Residential Series Aluminum Railing Systems Task: Check for conformance to the 2015 IRC and 2015 IBC using the 2015 Aluminum Design Manual, 10th edition. One or Two family dwellings - IRC is the controlling code Multiple family dwellings (apartments, condos, hotels) and other commercial applications - IBC is the controlling code and the design of those types of guardrails systems is beyond the scope of this analysis. IRC Table R301.5: Guardrail & Handrails 200 lbs any direction at top rail Guardrail in-fill 50 psf over a 1 ft sq. area (balusters, fillers, glass, cables, etc) Glazing requires a safety factor of 4 IBC Section 1607.8: Similar to above IRC except they add a design requirement of 50 plf load to the top rail in any direction (comes into play when posts are spaced over 4 ft o/c Guardrail Height:; H36 = 36 in ; or; H42 = 42 in ;check both Aluminum Properties: Extruded 6005-T5 ;FL = 38 ksi ;FL = 35 ksi ;Fey = 35 ksi ;Fshear = 20 ksi ;Fbearing = 56 ksi ;E = 10000 ksi ;Fbt = F'cy / 1.65 = 21212.121 psi ;(ASD) or ;Fb2= Ftu/ (1 * 1.95) = 19487.179 psi ;(ASD) ; Fbi = 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 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Page 1 of 34 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) ;Svertioo=0.201 in4/1.159 in= 0.173 in3 ;Shorzioo=0.228 in4/1 in=0.228 in3 200 Series Top Rail (SAPA part 25878) ;Svertzoo=0.249 in4/1.199 in=0.208 in3 ;Shorzzoo= 1.442 in4/1.75 in=0.824 in3 375 Series Top Rail (SAPA part 31836) ;Svert3oo=0.382 in4/1.382 in= 0.276 in3 ;Shorz3oo=0.295 in4/0.875 in=0.337 in3 999 Series Top Rail (SAPA part 29811) ;Svertsss=0.228in4/1.23 in= 0.185 in3 .'w•444* ;Shorzsss= 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/Svertsss ,;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 Consulting Structural Engineers Location Date Oregon and Washington 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Chent Sheet no. Precision Rail of Oregon Page 2 of 34 400 Series Top Rail (SAPA part 42443) 0 0 0 ;Svert400=0.014 in4/0.59 in= 0.024 in3 ;Shorz400=0.282 in4/1.33 in=0.212 in3 400 Series rail is used with 2x4 or 2x6 wood railing. From section properties above,the 400 Series does not have much vertical capacity at all. Horozontal, has some but the wood controls the design. 2x4 wood rail ;Svert2x4= 1.3125 inA3 ;Shorz2x4=3.06 inA3 ;L=6.000ft Check 2x4 railing with 400 series for vertical loading direction ;fbvert=M/Svert2x4=2742.857 psi ; >975 x 1.5 x 1.6 x 1.1 =2575 psi (for 2x4#1 Hem Fir,weak axis bending) Just over but okay assuming 2x4 continoius over more than one post(not simply supported) plus if the alumimum railing is used to add a little strength,or the pickets are considreerd in sharing the loads. 2x4 railing okay for 6 ft or less spacing for vertical load direction. Check 2x4 railing with 400 series for horizontal loading direction ;fbhorz=M/Shorz2x4 =1176.471 psi ; <975 x 1.5 x 1.6=2340 psi (for 2x4#1 Hem Fir) 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 11/28/2016 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Pgge 3 of 34 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 ;u=200 lbs/2= 100.000 Allowable shear in each screw: Minimum; Fyscrew= 10500 psi ;dscrew=0.0175 in2 ;#10 screw ;Vaow=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 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon P@ige 4 of 34 Posts All systems use the R Series Post for 36"or 42"height R Series Post (SAPA part 36430) ;S.1 =0.935 in4/1.188 in= 0.787 in3 For 40"tall posts(fascia mounted), 6 ft max spacing ;L6=6 ft Per IRC ;Mi =200 lbs*(H36+4 in)=8000.000 lb_in Per IBC ;M2=50 lbs/ft*L6*(H36+4 in) = 12000.000 lb_in For 46"tall posts(fascia mounted, 6 ft max spacing ;L6=6 ft Per IRC ;M3=200 lbs*(H42+4 in) =9200.000 lb_in Per IBC ;M4=50 lbs/ft*L6*(H42+4 in) = 13800.000 lb_in Standard Residential—36"+4"height ;Fbi =Mi/Sxt= 10164.706 psi ;or;Fb2=M2/Sxi= 15247.059 psi Taller Posts—46"height ;Fb3=M3/Sxi=11689.412 psi ;or;Fb4=M4/Sxi= 17534.118 psi Allowable; Fb= 19.487 ksi R Series Posts are good for either code and bending at a height of 46"or less(fascia mounted 4"below deck,worst case) Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Date Oregon and Washington 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Page 5 of 34 POSTS - SHEAR Check shear in post walls Circumference of resisting area for screw pull-thru ;Cscrew=0.2 in*pi=0.628 in Post wall thickness;ti =0.10 in ; (13503) ;Areal =Cs.*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 joint over the center of a post.Reegorce the joint with 8#10 x CHECK RAIL SPLICES stet°screws,fastened through drilled hares, to a splice centered between the rads.Attach tots rail to the post with 4#8 x 1/2" 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 .,,,,, e4430 Hat Channel (SAPA part 25877) ' t L -.w- 11/4 «wx Moto SUS ;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 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Plige 6 of 34 POST MOUNTING BRACKETS Check screws: Fascia Mount Diagram ;vscrew=300 lbs*(H42+3 in)/(4.5 in*2)= 1500.000 lbs ;,4 �,, ii Allowable Shear screw; Vscrewauow=120 ksi*.2* .7=16.800 ksi it ' a Shear area required ;vscrew/Vscrewauow=0.089 in2 I Use 5/16"p x%"long Torx Drive Flate Head self drilling screws s` '14"4,11 Vertical load is shared between(4)screws or;300 lbs/4=75.000 lbs; each—okay Check Bending in Bracket ;fbxbracket=300 lbs*(H42+3 in)/(5.825 in4/1.5 in)=3476.395 psi ; out-of- plane direction ;fbybracket=300 lbs*(H42+3 in)/(7.204 in4/3 in)=5621.877 psi ; in-plane of deck Fascia Bracket okay for loads. Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Date Oregon and Washington 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Page 7 of 34 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%4"diameter in these bases. Bracket 35757 ;Smin= 13.768 in4/3.82 in=3.604 in3 ;Fb =300 lbs*(H42+3 in)/ Smin=3745.642 psi ;-okay By Inspection,shear at post bracket is okay Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Date Oregon and Washington 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Page 8 of 34 FASCIA BRACKET TO DECK CALC ; M4 =1150.000 lb_ft ;for 42"rail and IBC loading(6 ft o/c posts) Min fascia joist size required=2x8 sawn members Check; Fet=625 psi ;T=M4/(4 in*2) ;T=1725.000 Ib; each bolt ;fes=M4/(4in*2.5in*3in*0.5) ;fes =920.000 psi Use 5x5x1/4"plates with hole to match bracket(4"apart) Reaction in blocking due to moment ;R=M4/14.5in ; R=951.724 lb Simpson LUS26-2 hangers. Uplift cap. ;U=1140 lbs*.64*1.33;U=970.368 lb Corner Fascia Brackets (SAPA part 35930) ;Ivert3593o=4.287 in4 ;Ihorz35s3a= 17.814 in4 These are with respect to principal axis orientated aling the diagonal dimensions of the posts ;Sy35930=Ivert35930/2.116 in ; Sy35930=2.026 in3 ; SX35930=lhorz35930/3.805 in=4.682 in3 ;Fbmax=300 lb*(H36+3 in)/Sy35930=5774.948 psi ;-okay Bracket not recommeded for wood framed decks Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Date Oregon and Washington 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Page 9 of 34 ,`R CTU/ U�S�1�C)1NFFQ/° q4'fl Taaq RAILING SYSTEM WITH POST 42"MAXIMUM r 18346PE W A" .1# +°4 HEIGHT.EXPOSURE B.135 MPH MAXIMUM ' T. WIND.MAXIMUM 25'BLDG HEIGHT 111 wI 4 OR 30 PSF NOMINAL WIND PRESSURE. a<K1 p y OREGON 0 '.' DECKINGI RESIDENTIAL POST F�F'ch 19' ,9 0 FASCIA MOUNTING (4)5"LEDGERLOK FASTENER �'' A R. GO ),,o -Joni,TO% PRO �I XPIRES 6-30-19 1.-4" 1.-4" 1-0 1 4 1.-4" _ 1-4 DOUG FIR 2X FRAMING ! r EXPIRES 10/13/19 ar'i , ppl��lll PRECISION�RA -, PO10735 SE RTLAND, PC (4)SIMPSON A3= OREGON i I I I I I I o»> o»D DOUG FIR6X6 BLOCKING wg g2 w 2 2 2 SECTION a- r,-- WITH(4)16dEACH END a 1 1/2"= 1'0" o_ 2> o > o oo . JqprO ED �!;:rrOm • -,J w 2 J N w O c9EL- 0(.9a RAILING SYSTEM WITH POST 42"MAXIMUM — HEIGHT.EXPOSURE B.135 MPH MAXIMUM WIND.MAXIMUM 25'BLDG HEIGHT I OR 30 PSF NOMINAL WIND PRESSURE. RESIDENTIAL POST W DECKING I- FASCIA MOUNTING (4)5"LEDGERLOK FASTENERC/) 2 M 2 222 Cl) IA— x227WAIIIII 0 Z 4 4 4 , 4 4 z7 DOUG FIR PERIMETER JOIST q J O SWIM �i JO44 a J�iO e) Q u'm w Y O m Y (4)SIMPSON A3= W UC7a • UUd w¢g c) w a g U DOUG FIR 6X6 BLOCKING WITH OSECTION Q Q (4)16d EACH END 1 1/2 = 1'-O" Q W D 1 ,o -J 1. 0 0 RAILING SYSTEM WITH POST 42"MAXIMUM HEIGHT.EXPOSURE B.135 MPH MAXIMUM RESIDENTIAL POST WIND.MAXIMUM 25'BLDG HEIGHT EQUALLY SPACED EQUALLY SPACED OR 30 PSF NOMINAL WIND PRESSURE. CABLE 4'-0"MAXIMUM CABLE 4'-0"MAXIMUM GLASS 5'-0"MAXIMUM GLASS 5'-0"MAXIMUM PICKET 6-0"MAXIMUM PICKET 6-0"MAXIMUM -I M.1111111111 DECKING ' • DOUG FIR PERIMETER JOIST r '`' • n DATE: 1229,1 O PLAN VIEW-TYP DECK FRAMING . SCALE O1 - 1-o (4)SIMPSON A3= DRAWN: ,m DOUG FIR 6X6 BLOCKINGJOB: WITH(4)16d EACH END SECTION SHEET 011/2"= 1'-O" Page 10 of 34 1 TOP MOUNTED BASEPLATE Posts attach to plate at interior holes and is attached to substrate(deck)at hole located near the edges. ;OTM=300 lbs*(H36+ .375 in) ;OTM=10912.500 lb_in Tension in post base screw connections is;T=OTM/(1.9375 in*2) ;T= 2816.129 lbs SAE Grade 5 screws ; Ftscrew= 120 ksi*.75=90.000 ksi ;Ascrewreg=T/Ftscrew ;Ascrewreg=0.031 in2 Try''/4'diameter screws ;Ascrew=0.0318 in2 ;Fvscrew= 120 ksi*.60/3*.7; Fvscrew=16.800 ksi Use(2)'W 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=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'W diameter screws ;Ascrew=0.0318 in2 ;Fyscrew= 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 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon PaN 11 of 34 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/(5 in*.375 in*.375 in)= 11776.062 psi Okay Project lob no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Pays 12 of 34 CHECK 5x3 BASE PLATE BENDING 3/8"x 3"x 5" plate ;Tplate2=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 Loca on Date Oregon and Washington 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon PaR 13 of 34 BASE PLATE ATTACHMENT Anchor Tension ;AT=OTM42/4.375 in ;AT=2905.714 lb 2 anchors per side ;Atbolt=AT/2=1452.857 lb Wood: Try 3/8"diameter lag bolts and assume Douglas Fir ;Tallow=305 lb/in*1.6*2.78 in ;, 5"long lag,2 25/32"embed 1.6 Cd wood factor ;Tallow= 1419.775 lb Use 3/8"daimeter x 5"embedment lag screws(4 corners) Concrete: Assume 4"thick concrete—use Simpson 3/8"diameter strong bolts 5"concrete—can use 3/8"Titen HD w/3"embedment See attached ACI 318 Appendix D calc. Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon PaR 14 of 34 4 I 3 2 I 1 Parts List ITEM QTY PART NUMBER DESCRIPTION 1 1 BP-5X5-STD-30248 .375 ALUM PLATE 5.00 NOTES: 3.43 4.38 1.57 1. PART TO BE FREE OF ALL BURRS AND SHARP EDGES. 41.63 2. THIS BASEPLATE TO BE USED WITH SAPA HEAVY COMMERCIAL POST(DIE NO. 30248). B (4X)00.44 THRU (4X)R0.63 B ---N<— I I -O -O 1.57 (6X)00.38 THRU I I \/00.65 X 82° 2.50 O O ' 3.43 OO ' 5.00 E O O ' I I _O —O I / A // A DRAWN TIM C 7/3/2007 CHECKED SAPA PROFILES,INC. QA TITLE MFG m APPROVED BASEPLATE,5X5,STD, HVY COMM, DIE 30248 P. SIZE DWG NO REV A B BP-5X5-STD-?0248 1 SCALE I SHEET 1 OF 1 4 I 3 m T 2 I 1 SIMPSON Anchor Designer TM Company: Pierson, Inc. Date: 12/15/2015 Engineer: Golberg Page: 1/5 strollware Soft Dune Project: �f f 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,fc(psi):3000 Anchor type:Torque controlled expansion anchor 4P.,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 hm0(inch):4.50 cac(inch):6.00 Base Plate Cmm(inch):6.00 Length x Width x Thickness(inch):5.00 x 5.00 x 0.38 Salm(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 Ib <Figure 1> I Olb ,�. 1200 ft-lb 320 lb j } J( 0 ft-Ib Li I { Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 16 of 34 Company: Pierson, Inc. Date: 12/15/2015 SIMPSON Anchor Designer TM Engineer: Golberg Page: 2/5 StrongTie Software Project: Version 2.4.5673.50 Address: 610 SW Alder#918 Phone: 503-226-1286 E-mail: Peder@jgpierson.com <Figure 2> g 0 f Q • <`f 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 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 17 of 34 SIMPSON Anchor Designer Company: Pierson, Inc. Date: 12/15/2015 � Engineer: Golberg Page: 3/5 n rir Software Project: ---o- Version 2.4.5673.50 Address: 610 SW Alder#918 a 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, Nua(lb) V.(Ib) Vxay(lb) 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(%u):0.30 <Figure 3> Maximum concrete compression stress(psi): 1290 0 1 0 2 Resultant tension force(lb):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 ¢ f 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.0.5.2) Nb=kc2.all fcherl 5(Eq.D-6) kc Aa f'c(psi) hef(in) Nb(Ib) 17.0 1.00 3000 2.500 3681 IbNcbg=0(ANc/ANco)1ec,NIed,NYe,NIcp,NNb(Sec. D.4.1 &Eq. D-4) ANc(in2) ANco(in2) Wec,N Wed,N Wc,N Pcp,N Nb(Ib) 0 ONcbg(lb) 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'Yc,P2aNp(fc/2,500)"(Sec. D.4.1, Eq. D-13&Code Report) Vc,P Aa Np(Ib) fc(psi) n 0 0Np„(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 Page 18 of 34 SIMPSON Anchor Designer TM Company: Pierson, Inc. Date: 12/15/2015 Engineer: Golberg Page: 4/5 Software StrongerieProject: Version 2.4.5673.50 Address: 610 SW Alder#918 a Phone: 503-226-1286 E-mail: Peder@jgpierson.com 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(Ib) flout 0 OgroutqiVsa(lb) 1800 1.0 0.65 1170 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.21 Shear perpendicular to edge in x-direction: Vbx=minI7(/e/da)024daAalIfcca,15;92a4fcca,l 51(Eq. D-33&Eq. D-34) /a(in) da(in) Aa fc(psi) ca,(in) Vbx(Ib) 2.50 0.38 1.00 3000 9.75 10446 (Vcbgx=0(Avc/Avco)Vec,vgled,vnv Ih,VVbx(Sec. D.4.1 &Eq. D-31) Avc(in2) Avco(in2) Yec,V Yfed,V `Yc,V ¶Ph,V Vbx(Ib) 0 g5Vcbgx(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=min17(/e/da)02AIda2a 1fcCal1 5;9AaIfcCa11.51(Eq. D-33&Eq. D-34) /a(in) da(in) .A.a fc(psi) ca,(in) Vby(Ib) 2.50 0.38 1.00 3000 6.00 5043 Ovcbgx=0(2)(Avc/Avco)11 c,V1fed,VYo,Vn,VVby(Sec. D.4.1 &Eq.D-31) Avc(in2) Avon(in2) Voc,v Ved,V Y'c,V 'Yh,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) 04,g=l61CcpNcbg=f6/(cp(ANc/ANco)1-ec,N 1.ed,N.c,N 1.cp,NNb(Eq.D-41) l(cp ANC(in2) ANco(in2) Te0N 1Ped,N 1gic,N 1Pcp,N Nb(Ib) 0 QJVcpg(Ib) 2.0 126.56 56.25 1.000 1.000 1.000 1.000 3681 0.70 11594 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load, N.(Ib) Design Strength,MNa(Ib) Ratio Status Steel 1799 4200 0.43 Pass Concrete breakout 3598 3589 1.00 Pass(Governs) Pullout 1799 1976 0.91 Pass Shear Factored Load,V.(Ib) Design Strength,0Vr,(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 Naa/ONa Vaa/OVn Combined Ratio Permissible Status Sec. D.7.1 1.00 0.00 100.3% 1.0 Pass 3l8"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 Page 19 of 34 SIMPSON Anchor Designer TM Company: Pierson, Inc. Date: 12/15/2015 Engineer: Golberg Page: 5/5 Software Strong-Tie Software 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 Page 20 of 34 • R CT R9 4�PROtsx RAILING SYSTEM WITH POST 42"MAXIMUM G�S`4... 43 WI DH MAXIMUM 25 BLDG HEIGHT HEIGT.B<POSURE B.135 MPHMAXIMUM • RESIDENTIAL POST `'} ,18,.6S WI OR 30 PSF NOMINAL ND PRESSURE. <1<1..11<1<1..11OtM 5X5 X 3/8"BASE PLATE (4)5/16"DIAMETER X 2" OREGON GRADE 5 CADMIUM PLATED � 40 � ''Eh 1NC:3 (4)5"LEDGERLOK FASTENER STEEL SCREWS 1,-4„ 1.-4" 1'4' 1-4" 1W 1.-4„ FR R. GO' 1°114-11 1EXpif2E5 6-30-19 DECKING DOUG FIR 2X FRAMING Ir.- PRECISION RA ,a u„o a , I I I I I I o M M M 2 E (4)SIMPSON A3- — DDD W 2 g 2 Uw.M 2 2 .2 a DOUG FIR 6X6 BLOCKING WITH OSECTION N }2��}}�� v _ U 22 (4)16d EACH END 1n_ 1-0n T R T J[ b 0 JOin6 J V in CO co w amUY am< w U gU' a , w U 0 U a RAILING SYSTEM WITH POST 42”MAXIMUM HEIGHT.EXPOSURE B.135 MPH MAXIMUM '��. WIND.MAXIMUM 25'BLDG HEIGHT RESIDENTIAL POST CI >`1 U — — OR 30 PSF NOMINAL WIND PRESSURE. Mme' 5X5 X 3/8"BASE PLATE (4)5/16"DIAMETER X 2" 2 GRADE 5 CADMIUM PLATED I. Lli STEEL SCREWS (4)5"LEDGERLOK FASTENER U) I— o»>o »> CD Z w 2 2 2 w M 2 2 Uco X g DECKING 0 aQ r >4 0 o I J b 4§ DOUG FIR PERIMETER JOIST :f� J_ W JOcn ID HJQ in CO (l ce S m m Y D_J y w (4)SIMPSON A3= C+m w 0(3E w<o n00 DOUG FIR 6X6 BLOCKING WITH J 0_ (4)16d EACH END SECTION 01"= 1-0" � � ,7�, gm r—` fSid ❑1.1 —-— J RAILING SYSTEM WITH POST 42"MAXIMUM Q © HEIGHT.EXPOSURE B.135 MPH MAXIMUM RESIDENTIAL POST WIND.MAXIMUM 25'BLDG HEIGHT 1 S i OR 30 PSF NOMINAL WIND PRESSURE. 5X5 X 3/8"BASE PLATE (4)5/16"DIAMETER X 2" EQUALLY SPACED EQUALLY SPACED GRADE 5 CADMIUM PLATED CABLE 4'-0"MAXIMUM CABLE 4'-0"MAXIMUM STEEL SCREWS GLASS 5'-0"MAXIMUM GLASS 5'-0"MAXIMUM (4)5"LEDGERLOK FASTENER PICKET 6'-0"MAXIMUM PICKET 6'-0"MAXIMUM4'�SS I DECKING 4os 16 ° �� / . DOUG FIR PERIMETER JOIST IA 1�L �� DRAWN. OPLAN VIEW-TYP DECK FRAMING 003a�s3 DATE Tmn 1 1 1/2"= 1 0" _3' (4)SIMPSON A3= un w 4*°lmsf° DRAWN: alONAL'P l DOUG FIR 6X6 BLOCKINGSECTION SHEET WITH(4)16d EACH END 3 E7E'IRES 10/13/19 1 21"= 1,-O" Page 21 of 34 rf♦ 0 RNUNG SYSTEM — //��— THESE DRAWINGS ARE ONLY WI 'r 'MIN HEIGHT Y REVIEWED AND STAMPED FOR AO 5'-0' SPACING. - —R POST CONFORMITY TO STRUCELNAL •� EXPOSURE B.80 • WIND. REGUIREMENIS. \ MAX 35'B I 01-FT. ii SI 5x5%3 . ` BASE PLATE (4%)5'LEDGERLOK FASTENER DECKING .<> • D DOUG FIR 2X FRAMING I 400* 44 (4X)SIMPSON A35 1111 . - S 51 DOUG FIR 8X8 BLOCKING WITH(4)18d EA END V PLAN VIEW — TIP DECK FRAMING RAI1NG SYSTEMS 1'=1'-0° W/POST 42"MIN HEIGHT AND 5'-0'MAX C/L SPACING. R POST RNUNG SYSTEM EXPOSURE B.80 MPH MAX WIND. WI POST 42'MIN HEIGHT MAX 35'BLDG HEIGHT. AND 5'—O MAX C/L SPACING. R POST EXPOSURE B.80 MPH MAX WIND. 5%6 X aro• SLI SECTION AI FRAMING Lux35'BLDG HEIGHT. BASE PLATE (4%)5/18'0 X 2' 3'-1'-0° GRADE 5 CADMIU 5X5 X 3/8' PLATED STEEL • BASE PLATE (4X)5/180 X Y (4X)5'LEDGERLOK FADE 5 CEL SC FASTENER I Il PLATED STEEL SCREWS 141 3l8"x 2 7/8"Snipsor, 11I Strong-Bolt 2,B"edge I II a:a laMi7il• distanre,ruin,5"nrn,slab I,_IW thickness �:.1—lam'■ DECKING DECKING "�DOUG FIR PERIMETER JOISTIII/Dour FR exe eLxaNc tiri (R' P��'y� gpSS +{� WITH(4) led EA END \,�IL D os, 4 0l VA.., (2%)SIMPSON A35Iall °& <e, ( 4'•0 ,1 I t' 4.1. Recommended Anchor ," '' 834•'' VIT'Anchor Name:Strong-Bort®2-3/8"9 CS Strong-Bolt 2,hnom:2.875"(73mm) ry iaCode Report:ICC-ES ESR-3037 _ (((4t�'��A�� tt ,0 ,y OREGON q,7t ®SECTION AT PERIMETER 3=1 r EXPIRE5r, 6-30-19 Drees >m/13/ 1 S2 SECTION 3'01'-0' Thee bMnpe on the Novo*W Pneobn Roll a Oregon one en net to he NprndueeE In any manner.aft*eah the pennhefen A Proclaim Ion of Orman. D Ho __ ALUMARAIL RAILING SYSTEM AS NOTED BASE PLATE MOUNT PRECISION RAIL OF OREGON Q CONmrctOR , 10735 SE FOSTER GRESHAM,OR 97288 PITONS REV./ I DOWN Ott SHEET N0. OF Page(8W)512-038REV./ A�XSt en/OWE e 22 of 34 BASE PLATE 5 x 3 ATTACHMENT Anchor Tension;AT2=OTM42/2.38 in ;AT2=5341.387 lb 2 anchors per side ;Atbolt=AT2/2=2670.693 lb Wood: Try 3/8"diameter lag bolts ;Tallow=305 lb/in* 1.33*5.75 in ;, 6"length typical 1.33 Wood factor ;Tallow= 2332.488 lb Use 3/8"daimeter x 5 3/4"embedment lag screws(4 corners) Concrete: Assume 4"thick concrete—use Simpson 3/8"diameter strong bolts 5"concrete—can use 3/8"Titen HD w/3"embedment See attached ACI 318 Appendix D calc. Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Date 10/31/2017 Oregon and Washington 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Pao 23 of 34 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 ;Shorzioob=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;fbtoo=M/Sverttoob =5189.552 psi 200 series stress;fbzoo=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 ;Mwind=w*6 ft*6 ft/8; M=900.000 lb_in Bending=Mwind/Shorzzoob=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 10/31/2017 Oregon and Washington 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Precision Rail of Oregon Pa0 24 of 34 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 .plate 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 Oregon and Washington Date 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Chet Sheet no. Precision Rail of Oregon Pa6§25 of 34 Guard Rail Cable Calculations TASK: Determine if proposed guard rail cables met deflection requirements CABLE PROPERTIES: Cable Material: 316 Stainless Steel Cable Construction Type: 1 x 19 Young's Modulus: ;E= 15000000 psi Cable Diameter: ;d =0.125 in Cross-Sectional Area: ;A= (rt x d2)/4 = 0.012 in2 Cable Spacing: ;S= 3.125 in Full Cable Length: ;L=50 ft =600.000 in Unsupported Cable Span: ;I =60.00 in FORCES ON CABLE: IBC 2015 1015.4: "Required guards shall not have openings that allow passage of a sphere of 4 inches in diameter from the walking surface to the required guard height." ASCE 7-10 4.5.1: "Intermediate rails(all those excep the handrail or top rail) and panel fillers shall be designed to withstand a horiztonally applied normal load of 50 lb on an aea not to exceed 12in by 12in". Required Force: ;FReq= 50.00 psf Sphere Diameter: ;D=4.00 in Sphere Cirumference: ;C = (7z x D2)/4 =0.087 ft2 Projected Load over Circumference: ;Fpro;= FReq X C=4.363 lb Safety Factor: ;FS = 2; or use 50 lbs over 4 cables ; ;FMax= 12.5 lb -1 i rd tr Project Job no. James G. Pierson, Inc. Cables Consulting Structural Engineers Location Date 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Pabe 26 of 34 ANGLED FORCES AND CABLE DEFLECTION: When the 4"sphere is pushed through the cables, they are forced to move both vertically and horizontally, with the vertical displacement governing. The angle of the resultant force is approximately 45 degrees, which will be utilized in the angled force and deflection calculations. Angled Force on Cable: ;FA=1f((FMax)2+ (FMax)2)= 17.678 lb Allowable Vertical Deflection: ;aver= (D—S)/2=0.437 in; (governs) Allowable Cable Deflection: ;aAu= V(aver2+aver2)= 0.619 in ;per cable n �—0.62" 0.44" r Fa FMax / r \, Fa Deflection equation derivation: T=(FA xI)/(4xa); S=2xa2/I; 8=(TxL)/(ExA)=(FAxI)/(4xa)xL/(ExA); 2xa2/I=(FAxI)/(4xa)xL/(ExA); 8xa3/1=(FAxIx L)/(ExA); 8xa3=(FAxI^2xL)/(ExA); a3=(FAxI^2xL)/(8xExA); a=((FAxI^2xL)/(8xExA))lO; Deflection due to sphere load: ;as= ((FA x 12 x L)/(8 x E x A))113= 2.960 in Project Job no. James G. Pierson, Inc. Cables Consulting Structural Engineers Location Date 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Pae 27 of 34 CABLE TENSION FORCE: Deflection due to load is higher than the allowable, so cable is to be pretensioned to be compliant. Tension in cable due to sphere load: ;Ts= (FA x I)/(4 x as) =89.589 lb Tension in cable at max deflection: ;Ta=Ts x(as/am) =428.571 lb Required pretension: ;TPi = Ta—Ts= 338.983 lb • Cable is recommended by supplier to be tensioned at 300 lbs/cable which is greater than the required pretension. Thus, cable is compliant with both codes IBC 2015 and IRC 2015. CABLE TENSION FORCE FOR SHORTER SPANS: Unsupported Cable Span: ;I = 54.00 in Deflection due to sphere load: ;as= ((FA x 12 x L)/(8 x E x A))113= 2.759 in Tension in cable due to sphere load: ;Ts= (FA x I)/(4 x as) =86.497 lb Tension in cable at max deflection: ;Ta=Ts x(as/am) =385.714 lb Required pretension: ;To= Ta—Ts=299.217 lb Unsupported Cable Span: ;I =48.00 in Deflection due to sphere load: ;as= ((FA x I2 x L)/(8 x E x A))1/3= 2.551 in Tension in cable due to sphere load: ;Ts= (FA x 1)/(4 x as) = 83.167 lb Tension in cable at max deflection: ;Ta=Ts x(as/am) = 342.857 lb Required pretension: ;Tp3=Ta—Ts= 259.690 lb Unsupported Cable Span: ;I =42.00 in Deflection due to sphere load: ;as= ((FA x 12 x L)/(8 x E x A))1/3= 2.333 in Tension in cable due to sphere load: ;Ts= (FA x I)/(4 x as) = 79.546 lb Tension in cable at max deflection: ;Ta=Ts x(as/a o) =300.000 lb Required pretension: ;To=Ta—Ts= 220.454 lb Unsupported Cable Span: ;1 = 36.00 in Deflection due to sphere load: ;as= ((FA x 12 x L)/(8 x E x A))113= 2.106 in Tension in cable due to sphere load: ;Ts= (FA x I)/(4 x as) =75.562 lb Tension in cable at max deflection: ;Ta=Ts x(as/am) =257.143 lb Required pretension: ;To= Ta—Ts= 181.581 lb Unsupported Cable Length: Required Pretension: ;60 in ; TPi = 338.983 lb ;54 in ; To= 299.217 lb ;48 in ; To= 259.690 lb ;42 in ; To= 220.454 lb ;36 in ; ; Tp5= 181.581lb ; Project Job no. James G. Pierson, Inc. Cables Consulting Structural Engineers Loca on Date 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Pae 28 of 34 Cable Forces on Posts: 6` MAX EQ EQ CONT. TOP RAIL G I RAIL RE CTION CAGLE TCNCION< • CABLE TCNGION< GABLE TCN34O►4< CABLE TCNCION< CAGLC TCNCION< 3i16 CAOLC TCN61ON< CABLE CABLE TCN ION< INFILL CABLE TCNC e < } cAulc rcNsloN< 2 3/8" CABLE TCNEION< POST ._ RLA,CTIQN > PICKET BOTTOM SPACER RAIL i 11- TYPICAL ELEVATION Cable Tension is resisted by the termination posts and also corners or changes in direction. Top rail acts as a compression member to resist cable tension forces. Bottom rail also acts as a compression member resisting cable tension when present. If there is no bottom rail, the base connection is required to resist the tension forces from cables. Top rail flat inserts (required for astestics) bear directly on face of post so tension forces are resisted by bearing and not just screws. For top rails when no infill is used, rail must be attached to posts with screws desgined to resist tension force. Screw shear: Per Aluminum Design Manual: 5.4.3 Screw Shear and Rearing The shear force on a screw shall not enc the least of: I) 2 F.,1 Dll/nr (Eq. 5.4.3.1) Project Job no. James G. Pierson, Inc. Cables Consulting Structural Engineers Location Date 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Pale 29 of 34 2) 2F,:Dt,/n, (Eq. 5.4.3.2) 3) 4.201QD)"2 F,, /n,./or;,S t, (Eq. 5.4.3.3) 4) P.1(1.25 n+) (Eq. 5.4.34) 5.4.4 Minimum Spacing of Screws The minimum distance between screw centers shall be 2.5 litres the nominal screw diameter. Minimum ; Ftui =38000 psi;post and rails ;#10 screw;dscrew=0.190 in Post thickness;ti =0.10 in ;Vauowto=2*Ftui *dscrew*tt/3=481.333 lbs Project lob no. James G. Pierson, Inc. Cables Consulting Structural Engineers Location Date 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheetno. Pae 30 of 34 GLASS RAILING SYSTEMS Guardrails with Glass Infill Task: Check wind loading on balcony rails. To determine maximum wind force, look at railing or post maximum loading and work backwards for maximum wind force. 100 Series Top Rail. ;Shorzioo = 0.228 in3 ;Fb = 19487.179 psi 100 Series Bottom Rail: ; Shorzloob = 0.102 in3 Mmax = Fb * Shorzloo = 4443.077 lb_in Mmaxb = Fb * Shorzloob = 1987.692 lb_in ;L = 5 ft ;(max chosen for glass systems) ;wmax = Mmaxb * 8 /(L2) = 53.005 plf ;hgiass = 39 in ;wwindmax = 2 * wmax/ hgiass = 32.619 psf Check Posts using wind from above ;M05t = Wmax * L *42 in + wmax * L * 3 in = 11926.154 lb_in Post okay— Bottom Rail Properties controls allowable wind pressures on glass system. Project Job no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Date Oregon and Washington 8/16/18 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Chant Sheet no. Precision Rail of Oregon Page 31 of 34 Wind Loading on Balcony Glass ASCE 7-10, Chapter 29: Wind Loads on Other Structures and Building Appurtenances-MWFRS ASCE 7-10, Section 29.4 most closely applies to typical balcony railing as balconies are open on both sides and most similar to the section for solid freestanding walls or signs. If balcony was located less than 3 ft from building, would be looked at as component and cladding forces (Section 29.4.2). If balcony is at roof top, needs to be looked at as parapet which results in higher wind pressures and outside of scope of this analysis. Section 29.4.1 - Solid Free standing signs provides a resonable wind pressure between the two sections (cladding force and parapet force) 29.3.2'Velocity Pressure. Velocity pressure, q evaluated at height z shall be calculated by the following equation- c = 0.0 i': 56 KK,K;,KdV2 (1b/ft2) (29.3-1) Tin ST: (N1iTi V'tn F.____ Ka = wind dJrectIOnallty tact©r domed in Section 26.6 K, =velocity pressure expoiurecoeTf-Gent defined in Section 29.3:l K, topographic,factor defined in Section 26$.2 tt`= basic wind s from Section 26:5 = veloOty pressure calculated using Eq♦`"293-1 at height h The;numerical coeffici lent 0.00256(0.613 in SI) shall be used except-where sufficient climatic data are available t©justify the selection __of_ a different value of this tactor for a design application. j ;Kz= 0.70 ;(30 ft tall, Exposure B) ;K1 = 1 ;(topo flat) ;Kd = 0.85 ;V3sec = 135 ;mph (Clark County Washington) =Vult ;qh = 0.00256 psf* KZ * KZt* Kd*V3sec2 = 27.760 psf TABLE R301.2.1.3 WIND SPEED CONVERSIONS" V1 110 115 120 130 140 150 160 170 180 190 200 Void 85 89 93 101 108 116 124 132 139 147 155 For SI: 1 mile per hour=0.447 m/s. a. Linear interpolation is permitted. Project lob no. James G. Pierson, Inc. Residential Guardrail systems Consulting Structural Engineers Location Date 8/16/18 Oregon and Washington 610 S .Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax (503)226-3130 Client Sheet no. Precision Rail of Oregon Page 32 of 34 Wind force on Free Standing Balcony, F F= qo- iC: , (1b1 (N) (29A-1) where the velocity pressure evaluated at height h (defined in Figl 29,4-1) ' determined in accordance with Section 293,2 C = ost-effect facts from Secti n 6. Cf= net force coefficientfromF°° 29.4 1 -„ - �...�.__ #„ the gross area of the solid freestanding wall or fivestandins solid sign, in ft2 (m) ;G = 0.85 ;(Gust-effect from Section 26.9, ASCE 7-10) ;Cf = 1.98 ;(From Figure 29.4-1 Case C - assume B=20 ft, s = 3.25 ft, s/h<.16, Aspect Ratio ;B/s = 6 = 3.3*0.6 =1.98 max for glass at corner of balcony— see next page) ;F = qh * G * Cf = 46.721 psf ;(3 sec wind) ;Fasd = F * 0.6 = 28.032 psf ;(ASD wind force with V = 135 mph wind, Exp B) =Vult (Vasd = 105 mph) ;.. ;V1203sec = 120 ;mph =Vult (Vasd = 95 mph) ;Kz= 0.94 ;(25 ft tall, Exposure C) ;qh = 0.00256 psf* Kz * Kzt* Kd* V1203sec2 = 29.454 psf ;F = qh * G * Cf = 49.572 psf ;(3 sec wind) ;Fasd = F * 0.6 = 29.743 psf ;(ASD wind force with V = 120 mph wind, Exp C) .1. ;A,,e�da4.sf w 4...wp ::461 ,a,✓ete,e1.�? ✓..,✓. 4 0. ". srx. ra`,"" ,ms's 4,49 ``"`"i,;;<-�..s�:;w, .% �aren.".u.�tR :a , ,:' :r4,Vd(40 ;V1153sec = 115 ;mph =Vult (Vasd = 90 mph) ;Kz= 0.98 ;(30 ft tall, Exposure C) ;qh = 0.00256 psf* Kz * Kzt* Kd* V1153sec2 = 28.202 psf ;F = qh * G * Cf= 47.464 psf ;(3 sec wind) ;Fasd = F * 0.6 = 28.478 psf ;(ASD wind force with V = 115 mph wind, Exp C) Project Job no. James G. Pierson, Inc. Residential Guardrail systems Location Consulting Structural Engineers Da[cOregon and Washington 8/16/18 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Cheat Sheet no. Precision Rail of Oregon Page 33 of 34 Design Wind Loads Ail Heights Figure 24.4-1 I Force Coefficients.Ct Solid Freestanding% alls Other Structures & Solid Freestanding Signs k s . ._, 1171175,17'At E T 711=77417,01757177 CA315A 4 . F F . i F .. .. . 333 i .�. 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Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 8/16/18 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheeb rage 34 of 34 Precision Rail of Oregon 100 SERIES TOP RAIL 13505 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 I I let .0 111) IL 0 SECTION PROPERTIES 200 SERIES TOP RAIL 25878 (-- --\ FOR 0/%.„0-SCREW. 8 CL 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 I e RADII OF GYRATION WITH RESPECT TO THE CENTER OF AREA , •' Rcu = 0.545095660466914 4,''` Rcv = 1.31086726595216 4 '' ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES phi = 0 ilk . SECTION PROPERTIES 375 SERIES TOP RAIL 31836 11111 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 I p ID ID • SECTION PROPERTIES 999 SERIES TOP RAIL 2981 1 4,11$ G� S S� caligilIT\la* 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): lx = 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 • 4 i . I ,� f w - -. .. "gyp all a i SECTION PROPERTIES 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 1111 ji SECTION PROPERTIES 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): Ix = 0.016 ly = 0.067 Polar Moment of Inertia = 0.083 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = 0 Radii of Gyration with respect to Principol Axes(in): R1 = 0.255 R2 = 0.522 11 (IP SECTION PROPERTIES 100 SERIES BOTTOM RAIL 13504 _ iiii61 , 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): 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 Y 4 10 Ig iiit( ),0. SECTION PROPERTIES 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): Ix = 0.015 ly = 0.015 Polar Moment of Inertia = 0.03 in-4 Rotation Angle from projected Sketch Origin to Principal Axes(degrees): About z axis = 0 Radii of Gyration with respect to Principal Axes(in): R1 = 0.259 R2 = 0.258 01 1111 • "IL ith SECTION PROPERTIES 100 SERIES SPACER 5508 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 Iyy = 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 I Os SECTION PROPERTIES 200 SERIES TTL POCKET INFILL 1 35 42 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 W1TH RESPECT TO THE CENTER OF AREA 1 . Rcu = 0.286106225173912 Rcv = 0.689583589080575 ' ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES phi = 0 r SECTION PROPERTIES 200 SERIES FLAT INFILL 1 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 ag 4 10SECTION PROPERTIES 200 SERIES RAIL CONNECTION BLOCK 20362 ACI 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 STSILM 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 • jr I: 11 : SECTION PROPERTIES 200 SERIES SPACER 21899 1=7 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 I ©11/ 4. (I SECTION PROPERTIES TOP RAIL SPLICE 25877 ALL VALUES REFER TO THE FOLLOWING UNITS : LENGTH = 1 INCHES ANGLE = 1 DEG FACE 1: NUMBER OF HOLES noh = 0 DENSITY rho = 1 PERIMETER LENGTH P = 8.01986774370539 AREA A = 0.35495343150397 CENTER OF AREA = CENTER OF MASS (Cx,Cy) = (74.2500000000071,7.78991414945611) PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS) u = (1,0) v = (0,1) SECOND MOMENTS OF AREA (ABOUT PRINCIPAL AXES) Icu = 0.0369426091703374 Icy = 0.182534005108261 SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES) Ix = 21.576497376031 ly = 1957.06298647634 PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE 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 = 1.22500002800796 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 al a SECTION PROPERTIES 200 (HD) SERIES BOTTOM RAIL 33565 F 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 4.0110 4)11 1111/44, 11 -111 SECTION PROPERTIES FASCIA MOUNT BRACKET 35456 is- _ 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): I About z axis = 0.01 Radii of Gyration with respect to Principal Axes(in): R1 = 1.306 R2 = 1.453 *, *'�. • 1111L 3 to SECTION PROPERTIES FASCIA MOUNT BRACKET-INSIDE CORNER 35757 u?"K 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 "�: I ) R2 = 0.811 ,�ar ar si SECTION PROPERTIES 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 te._ • '4 lei air ( IL u�' AIS 121 SECTION PROPERTIES 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 1 # r 9 9 10 f) SECTION PROPERTIES SERIES 120 RESIDENTIAL POST 36430 • 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 am 15 Rcu = 0.920713620850259 ' . Rcv = 0.920713620850311 ANGLE BETWEEN COORDINATE SYSTEM AND PRINCIPLE AXES + ' '+r*.r Phi = 0 SECTION PROPERTIES 2015 INTERNATIONAL RESIDENTIAL CODE® R301.5 Live load. The minimum uniformly distributed live load shall be as provided in Table R3015. TABLE R301.5 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS (in pounds per square foot) USE LIVE LOAD Uninhabitable attics without storageb 10 Uninhabitable attics with limited storage° 0 20 Habitable attics arid attics served with fixed stairs 30 B.'co es ext.rio a delcs' • I Fire escapes 40 Guards and handrailsd 200h Guard in-fill comsonentsf 50h 5- g• e *a ..e • Rooms other than sleeping rooms 40 Sleeping rooms 30 Stairs 40c For SI- 1 pound per square foot=0.0479 kPa, 1 square inch=645 mm2, 1 l• • =445 N. a. Elevated garage floors shall be capable of supporting a 2,000-pound load applied over a 20-square-inch area b. Uninhabitable attics without storage are those where the clear height between joists and rafters is not more than 42 inches, or where there are not two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the plane of the trusses This live load need not be assumed to act concurrently with any other live load requirements c. Individual stair treads shall be designed for the uniformly distributed five load or a 300-pound concentrated load acting over an area of 4 square inches, whichever produces the greater stresses d.A single concentrated load applied in any direction at any point along the top e See Section,R507 1 for decks attached to etero war'.5 f Guard in-fill components (all those except the handrail),balusters and panel fillers shall be desi*' -• to withstand a horizontally applied normal load of 50 pounds on an area •• al to 1 s e foot.This load need not be assumed to act concurrently with any other live load requirement. g. Uninhabitable attics with limited storage are those where the clear height between joists and rafters is not greater than 42 inches, or where there are two or more adjacent trusses with web configurations capable of accommodating an assumed rect. 6,- 42 inches in height by 24 inches in width, or greater within the plane of the trusses. The live load need only be applied to those portions of the joists or truss bottom chords where all of the following conditions are met. 1 The attic area is accessible from an opening not less than 20 inches in width by 30 inches in length that is located where the clear height in the attic is not less than 30 inches. 2. The slopes of the joists or truss bottom chords are not greater than 2 inches vertical to 12 units horizontal 3. Required insulation depth is less than the joist or truss bottom chord member depth The remaining portions of the joists or truss bottom chords shall be designed for a uniformly distributed concurrent live load of not less than 10 pounds per square foot 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 concentrated loads applied to the top of the rail, and to the load on the in-fill c* ••* T e loads .4 be det:. ' •;- 1 of one another, arid loads are assumed not to occur with any other live load. Plonzet Job no. James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers Oregon and Washington 10/31/2017 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(5031 226-3130 Client Sheet no Precision Rail of Oregon 2015 INTERNATIONAL BUILDING CODE® • s . 1! 310.1 Residential Group R. Residential Group R includes, among others, the use of a building or structure, or a portion thereof, for sleeping purposes when not classified as an Institutional Group I or when not regulated by the International Residential Code. •e o The following terms are defined in Chapter 2: BOARDING HOUSE. CONGREGATE LIVING FACILITIES. DORMITORY. GROUP HOME. GUEST ROOM. LODGING HOUSE. PERSONAL CARE SERVICE. TRANSIENT. Pro'ect Joh no James G. Pierson, Inc. Residential Guardrail systems Location Date Consulting Structural Engineers 10/31/2017 Oregon and Washington 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 CUent Sheet no Precision Rail of Oregon 2015 INTERNATIONAL BUILDING CODE® 1007.8 Loads on handrails, guards, grab bars, seats and vehicle barriers. Handrails. guards, grab bars, accessible seats, accessible benches and vehicle barriers shall be designed and constructed for the structural loading conditions set forth in this section. 1607.8.1 Handrails and guards. Handrails and guards shall be designed to resist a linear load of 50 pounds per linear foot( df) (O73kN/nn) in accordance with Section 4.5.1 of ASCE 7. Glass handrail assemblies and guards shall also comply with Section 2407. Exceptions: 1. For one- and two-family dwellings, only the single concentrated load required by Section 1607.8.1.1 shall be applied. 2. In Group 1-3, F, H and S occupancies, for areas that are not accessible to the general public and that have an occupant load less than 50, the minimum load shall be 20 pounds per foot (0.29 kN/ m), 1607.8.1.1 Concentrated load. Handrails and guards shall be designed to resist a concentrated load of 200 pounds (0.89 kN) in accordance with Section 4.5.1 ofASCE 7. 1607.8.1.2 Intermediate rails. Intermediate rails (all those except the handnai| , balusters and panel fillers shall be designed to resist a concentrated load of 50 pounds (0.22 kN) in accordance with Section 4.5.1 of ASCE 7. 1607.8.2 Grab bars, shower seats and dressing room bench seats. Grab bars, shower seats and dressing room bench seats shall be designed to resist a single concentrated load of 250 pounds (1.11 kN applied in any direction at any point on the grab bar or seat so as to produce the maximum load effects. 1607.8.3 Vehicle barriers. Vehicle barriers for passenger vehicles shall be designed to resist a concentrated load of 6,000 pounds (26.70 kN in accordance with Section 4.5.3 of ASCE 7. Garages accommodating trucks and buses shall be designed in accordance with an approved method that contains provisions for traffic railings. . '�=. �" , ^ James G. Y»l�T0��Il, �nr' Residential Guardrail systems Consultingau�uovm LocationLocationCvua Oregon and Washington 10/31/2017 mos*Alder,Suite^mPortland,Oregon 9720, ry.nm)zz+uwm=mo/z��oo Client �'~"~