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APPROVED BLD-BLD2020-0737+Calculations+8.12.2020_10.35.06_AMRICE ENGINEERING 105 School Creek Trail I Luxemburg, WI 54217 (P) 920.617.1042 1(F) 920.617.1100 01/02/2020 STAR System International Ltd. 7465 Conway Avenue Burnaby, BC V5E 2137 Project: STAR System Aluminum Railing To Whom It May Concern: REVIEWED BY CITY OF EDMONDS BLD2020-0737 RESUB CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT I would like to take this opportunity to introduce myself and our firm. My name is Joseph Bauer and I have ten years of experience in the design of railings. Our firm, Rice Engineering, is located northeast of Green Bay, Wisconsin, in the town of Luxemburg. Rice Engineering is licensed in all (50) U.S. States, Puerto Rico, Guam, U.S. Virgin Islands, Mexico, and ten provinces of Canada. We have 25 years of experience in the curtain wall and building envelope industry. Our fifty structural engineers and drafters provide structural calculations and shop drawings to installers and manufactures in the design of: • Curtain walls, windows, storefront and blast design • Composite and metal panel cladding • Sunshades, canopies and awnings • Louvers, fans, vents and hatches • Stairs, platforms, mezzanines, railings and guardrails • Glass walls, channel glass, glass stairs and floors • Roof mounted equipment • Florida product approvals and Miami Dade NOA's Rice Engineering has more than 15 years of experience in railing engineering and anchorage design. Our Railing Engineering Group provides structural analysis and calculations for glass, aluminum, stainless steel, and steel railings with various infills and anchorage into all types of building structure. Each design considers live loads, wind loads, and infill loads based on IBC specifications and local building codes. Our Midwest location allows us to provide our services at a competitive rate. We understand there are many options for engineering services. Therefore, we focus on working with our customers to provide cost effective solutions that meet their needs, in a timely manner. Our typical turn time is one to three weeks for engineering. If the project you are working on requires project specific calculations, please contact us and we can provide you with a quote. Sincerely, Joseph D. Bauer, P.E. (Wisconsin) Manager— Railings Engineering Group Cc: File RICE ENGINEERING STAR System International Ltd. 7465 Conway Avenue Burnaby, BC V5E 2P7 RE: STAR System Aluminum Railing- IRC 2015 January 02, 2020 To whom it may concern: Rice Engineering is pleased to submit this report and calculations which summarizes our analysis of the STAR Aluminum Railing System. The calculations performed are for the STAR System "Classic Style" Picket Rail based on each member's die drawing and assembly drawing which was provided to Rice Engineering previously by East & West Alum Craft. These drawings can be found at the end of the report. Our conclusions for this report are based on design loads provided by the International Residential Code 2015 (IRC 2015). The analysis provided meets the appropriate allowable stress design methods set forth by the Aluminum Association's "Aluminum Design Manual". The posts, post reinforcement, and base plates are designed solely by utilizing the test data as set forth per IBC 2015. For the purposes of this report, a surface mount condition has been considered for two different substrate types: F'c= 4,000 psi normal weight cracked concrete and a minimum SG=0.50 wood deck with blocking. The calculations are limited to the anchor's embedment depth / penetration, spacing and edge distance dimensions as shown in the report. Also included are calculations for a surface core mounted condition. If the field conditions for the rail system installation are not as provided in this report, please contact East & West Alum Craft for custom anchorage design calculations. If using a core mounted condition, please contact the Engineer of Record on the project to verify concrete breakout is OK. Since there are infinite layout possibilities for guardrails, the calculations provided with this report are limited to straight run guardrail systems with consideration for 1-span and 2+ span layouts. For guardrail layouts that include U-shapes, L-shapes or other custom layouts, please contact East & West Alum Craft for project specific guardrail calculations. Conclusions for STAR System Commercial Guards: 1. It is assumed that the residential guardrails are a maximum height of 36". 2. Per the IRC 2015, a minimum design concentrated load of 200 LB applied in any direction at the top of the guard is required. Separately, a 50 LB lateral load applied over 1 ft2 of the picket infill is required. 3. Based on the above criteria from #2, the maximum post spacing for residential applications for rail systems with 6061-T6 posts and 2" tall 6061-T6 I beam reinforcement are: 1-Span Guard (2 posts): 6'-5" maximum 2-Span or greater: 6'-5" maximum Rice Engineering -105 School Creek Trail - Luxemburg, WI 54217 RICE ENGINEERING 4. See calculation sheets A4 through A6 for the appropriate standard concrete anchorage, wood anchorage and core mounted layout requirements for residential applications. Attachments: The following sheets are the final calculations and STAR System layout and appropriate die drawings for the IRC 2015 analysis. The structural calculations contained within this report are not intended to be submitted as project specific structural calculations. Rice Engineering assumes no liability for use of calculations. If project specific calculations are required, please contact Rice Engineering, 920-617-1042. The analysis within this report provides an acceptable engineered design for the STAR System to resist the specified loading, as well as the requirements outlined in IRC 2015. If there are any questions regarding this submittal, please contact East & West Alum Craft. Sincerely, 2'0�1 Y- &,,,- Joseph D.Bauer Rice Engineering -105 School Creek Trail - Luxemburg, WI 54217 ENGINEERING 105 School Creek Trail I Luxemburg, WI 54217 (P) 920.617.1042 1 (F) 920.617.1100 Project Location: USA REI Project # R17-12-008 Design Criteria: Railing live loads per Building Code (IRC 2015) Star System - IRC 2015 Railing Calculations Prepared for: STAR System International Ltd. - Burnaby, BC 01 /15/2020 Guardrails 50 plf uniform load in any direction on handrails and top rails of guards 200 pound concentrated load in any direction on handrails and top rails of guards 50 lb concentrated load over 1 ftz of infill area Concentrated load and uniform loads need not be assumed to act concurrently 2. Metal railing deflections per ICC-ES AC273 and IBC. 3. Aluminum members designed per AA, "Aluminum Design Manual". 4. Member sizes, grade, alloy and strengths shall be as recommended in the calculation package. 5. Stainless steel screws (ASTM A193) & bolts (ASTM F593) to be condition "CW", 300 Series, group 1 or 2, Fy= 65 ksi. 6. All other fasteners shall be the size and strength as is recommended in the calculation package. 7. Aluminum welds to be 5356 filler alloy unless otherwise noted. 8. Concrete strength is assumed to be F'c= 4,000 psi, normal weight, cracked. 9. Cement or epoxy based grout shall be a minimum F'c= 6,000 psi, non-metallic, non -shrink. 10. Concrete anchors shall be as recommended in the calculation package. Installer is responsible for maintaining the fastener spacing, edge distance, end distance, embedment depth and minimum substrate thickness that is recommended in the calculation package. 11. Concrete anchors shall be installed per manufacturer's recommended installation procedures, including recommended ambient temperatures for chemical/adhesive anchors. 12. Concrete slabs and curbs, structural steel, masonry units, wood blocking, and all other anchorage substrates designed by others. 13. Shim dis-similar metals. Maximum recommended shim height for guardrails is 1/2", full bearing shims. 14. Design of material separation to prevent reaction between dissimilar materials not designed by Rice Engineering Inc. 15. Wood substrates are assumed to be Douglas Fir -Larch or Equal, SG=0.50 minimum unless otherwise noted. (Southern Pine can also be used, SG = 0.55) 16. Any and all 3rd party testing is not part of this submittal and is included for reference purposes only. Disclaimer: This Certification is limited to the structural design of structural components of this handrail or divider system. It does NOT include responsibility for: • Structural design of misc. hardware (latches, hinges, etc.). Structural design of concrete slabs and other masonry units • Structural design of wood blocking or wood framing • Structural design of all other anchorage substrates • Glass breakage due to airborne debris or foreign objects • The manufacture, assembly, or installation of the system. • Quantities of materials or dimensional accuracy of drawings The structural calculations contained within this report are not intended to be submitted as project specific structural calculations. Rice Engineering assumes no liability for use of calculations. If project specific calculations are required, please contact Rice Engineering, 920- 617-1042. The analysis within this report provides an acceptable engineered design for the STAR Picket Rail System to resist the specified loading, as well as the requirements outlined in IRC 2015. Cover Page 1 of 2 ENGINEERING 105 School Creek Trail I Luxemburg, WI 54217 (P) 920.617.1042 1 (F) 920.617.1100 Project Location: USA REI Project # R17-12-008 Page: Description: Date: Revision: IRC IRC Analysis 1/6/20 Al Top Rail 1/6/20 A2-A2A Post Analysis 1/6/20 A2.1 Post Analysis 1/6/20 A3 Picket Infill 1/6/20 A4 Anchorage to Concrete 1/6/20 Hilti Profis 1/15/20 A5-A5A Anchorage to Wood 1/6/20 A5.1 Lag Screws 1/6/20 A6 Anchorage to Grout 1/6/20 S1-S2 Section Properties 1/6/20 System Drawings Appendix A — V Party Testing (Not part of this submittal) Disclaimer: This Certification is limited to the structural design of structural components of this handrail or divider system. It does NOT include responsibility for: • Structural design of misc. hardware (latches, hinges, etc.). Structural design of concrete slabs and other masonry units • Structural design of wood blocking or wood framing • Structural design of all other anchorage substrates • Glass breakage due to airborne debris or foreign objects • The manufacture, assembly, or installation of the system. • Quantities of materials or dimensional accuracy of drawings Star System - IRC 2015 Railing Calculations Prepared for: STAR System International Ltd. - Burnaby, BC 01 /] 5/2020 The structural calculations contained within this report are not intended to be submitted as project specific structural calculations. Rice Engineering assumes no liability for use of calculations. If project specific calculations are required, please contact Rice Engineering, 920- 617-1042. The analysis within this report provides an acceptable engineered design for the STAR Picket Rail System to resist the specified loading, as well as the requirements outlined in IRC 2015. Cover Page 2 of 2 Detail Ref. Sheet No: IRC Analysis IRC International Residential Code 2015 Analysis 200# concentrated load in any direction on top rail 50# concentrated load applied to 1 square foot of infill 36 in. minimum guard height* 'Note: The state of California requires guard heightto be42" minimum. Refer to IBC calculations for Califomia residential projects. D T!� �[1. ENGINEERING Template: REI-MC-5700 105 School Creek Trail Luxemburg, Wl 54217 www•,i.-inc.c.m Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: IRC Date: 1/6/2020 Rev: Chk By: Date: Extruded Railing and Post Input Variables IRC Rail Analysis (1-Span) Detail Ref. Sheet No: Al FH:= 0 PLF Load Case 1 (Uniform Load) FV:= 0 PLF Vertical uiiformload (Simultaneous ❑ P := 200 lb Load Case 2 (Point Load) Lbp := 3 in Unbraced Length of Post Lw:= 0 in Max Bottom Rail Weld Length L:= 77 in 6=5"MAXRAILSPAN Number of Railing Spans: ❑ 1 span (Worst Case Check for Railing) ❑ 2 span ❑ 3 or more spans Top Rail Section Tap Rail Insert Channel: FhanneI 211" 2 1/2" x 2" Top Rail RT-1001101 Railing Temper: Channel Temper: ❑ 6063-T5 ❑ 6063-T5 ❑d 6005-T5 or equal ❑d 6005-T5 or equal ❑ Open Section ❑d Closed Section Calculations: All Calculations Below This Line Are Automatic Railing Properties Channel Properties Ixr = 0.320 in Ixch = 0.009 in lyr = 0.500 in lych = 0.054 in Sxr = 0.260 in 3 Sxch = 0.017 in 3 3 3 Computational Factors Syr = 0.350 in Sych = 0.078 in K1 := (8 q1) + (8 q2) + (9.5 q3) K1 = 8 Jr = 0.400 in Jch = 0.001 in K2:= (4 q1) + (5 q2) + (5 q3) K2 = 4 Er = 10100000 psi Ech = 10100000 psi K3:= (48 ql) + (66 q2) + (87 q3) K3 = 48 dr = 2.50 in dch = 1.38 in Ixtotr = lxr + lxch Ixtotr = 0.329 in4 Iytotr = Iyr + Iych Iytotr = 0.554 in D T/ r� l�L 1. ENGINEERING Template: REI-MC-5719 105 School Creek Trail Luxemburg, WI 54217 `""^.rice-inc.com Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: Al Date: 1/6/2020 Rev: Chk By: Date: Railing Analysis: FH Fv Lbr=L-2 Wh:= Wv• 12 12 Case 1 Uniform Load: 4 5 Wh.L Ayrl:= 384•E r• I ytotr 5 Wv. L4 Axrl := 384• E r• I xtotr L Aallr:= 96 Wh L2 Myrmax:= K 1 W, L2 Mxrmax:= K 1 1 Ixr•dr Jr ryr. 1.7 Syr —.5+ 1.25 + .152• I xr (Lbr) d r� J Myrmax Iyr fbryl :_ Syr, lytotr Mxrmax lxr fbrxl _ Sxr• lxtotr Fbrx:= 12500•T5r+ 19500T6r Case 2 - Point Load: P• L3 Ayr2:= Dyr2 = 0.34 in K3• Er- lytotr P• L3 Axr2:= K3• Er- lxtotr O1r2 = 0.572 in Fbry = 19500 psi Calculation Results: Detail Ref. Sheet No: IRC Rail Analysis (1 -Span) Al A Ayrl = 0 in Modeled as a shWle span Axr1 = 0 in Aallr = 0.8 in Per ASTMSpecificatonE985/ICCAC273 Myrmax= 0 in -lb Mxrmax= 0 in -lb T6r = 1 Scr = 1 T5r = 0 Sor = 0 P• L Mprmax:= K2 Mprmax• lyr fbry2 :_ Syr, lytotr Mprmax• lxr fbrx2 Sxr• lxtotr Fb� = 19500 psi fbryl fbryl �� fbryl fbrxl 1� Intr1 := mai( Fbrx�+ Fbry �J•S,max Fbry ' Fbrx �J Intr1 = 0 max (Intr2:= fbry2 fbrx2 Intr2 = 0.74 Fbry ' Fbr J max(Ayr1, Axr1, Ayr2, Axr2) RAILS:= "OK" if S 1 n Intr1 <_ 1 n Intr2 <_ 1 Dallr "FAIL" otherwise Lbr 2• Lbr• Syr SR01 SRC1 ryr Ixr•Jr fbryl = 0 psi fbrxl = 0 psi Mprmax=3850 in -lb fbry2 = 9928 psi fbrx2 = 14403 psi RAILS = "OK" D T! r� �[ 1. ENGINEERING Template: REI-MC-5719 105 School Creek Trail Luxemburg, Wl54217 www.rice-inc.com Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: Al A Date: 1/6/2020 Rev: Chk By: Date: Detail Ref. Sheet No: Post Analysis A2 Inputs: b:= 2 in t:= 0.125 in Post Material., d := 2 in 6061-T6 Aluminum b1 := b - 2t = 1.75 in L:= 77 in Post TributaryWidth d1 := d - 2t= 1.75 in h:= 36 in Railing Height Post Properties: b1 Lb:= 3 in Bottom Rail Height 2 A:= b•d - b1•dl = 0.938 in Lw:= 2 in Max Bottom Rail Weld Length 3 3� 3 Ix:= 0.0833 b•d - b1•d1 � = 0.552 in Railing Loading: Sx:= b•d3 - b1•dl3).(6d)-1 = 0.55 in Wh:= 0 plf Horizontal Uniform Load Zx:= 0.25•b•d2 - 0.25b1•d12 = 0.66 in 3 t Wv:= 0 plf Simultaneous Vert cal Load 2 2 -1 J:= 2•t•b d) 1.0000 P:= 200 lb Concentrated Load •d •(b + = b Post Construction: Use 2" x 2"x 118" Wall Tube (606 1 - T6 or better) ❑{! Welded within1"ofMaximum Moment with reinforcement as shown below Q Bottom rail v elded to post Calculations: All Calculations Below This Line AreAutomabc Allowable Stress Coefficients. Material Properties: Ep := if M1 < 7 = 10000000 X1 = 10.2 X5 = 10.2 X9 = 9.1 X13 = 58 X17 = 16 Fty = 15000 psi 110000000 29000000 otherwise X2 = 0.08 X6 = 0.08 X10 = 28.2 X14 = 346 X18 = 0.07 Fcy = 15000 psi Wh Wv X3 = 6943 X7 = 6943 X11 = 12 X15 = 11.8 X19 = 123 Ftu = 24000 psi wh:= = 0 pli wv:= = 0 pli X4 = 23599 X8 = 23599 X12 = 0.11 X16 = 64.2 X20 = 982 Ftyw = 15000 psi 12 12 2 Lb Sx Fcyw = 15000 psi 2" Min. Len_pth - I Stub Properties - 6061-T6 Sr:= = 2.67 Cb = 1.67 Ftuw = 24000 psi - Cb I J FySTL = 0 psi Is{:= 0.347 in Ls{:= 2 in [F.3.1] FbAL := RX1 - X2F)• 1000] if Sr < X3 = 10066 psi Ss{:= 0.401 in 3 Es{:= 10000000 psi X4 - otherwise Fbst= 9091 psi Sr \ [F.8.1.1] r r Fty Ftu 11.30 • Fty 1.42 • Ftu 11 Note: Separate Dissimilar Metals [F.8.1.2] FbAL2 =min I\min I\ 1.65 ' 1.95 J' min 1.65 1.95 �� - 9091 psi [F.82.1] Srf:= bi-t 1 = 14 [B.5.42] FbAL3 = X9.1000 if Srf < X10 = 9100 psi otherwise (X11 - X12•Srf)• 1000 if Srf <- X13 X14 •1000 otherwise Sh [F.82.2] Srw:= d1•t 1 = 14 [B.5.5.1] FbAL4 := X15.1000 if Srw < X16 = 11800 psi 3 wh•L•(h - Ls{) otherwise Oxp1 = = 0 in (X17 - X18•Srw)• 1000 if Srf <_ X19 3• E I p' x P•0.85•(h - Ls{)3 X20 •1000 otherwise Oxp2:= = 0.4 in Srw 3• Ep• Ix FySTL 3 3 P•0.85•�h - Ls{� P•0.//8 - �h - List) FbSTL := 1.67 = 0 psi + = Otot�= 3.Ep.Ix 3'�1Ep•Ix� +�Estlst)] p.l 0.40 in Fb:= max( min (FbAL, FbAL2, FbAL3, FbAL4), FbSTL = 9091 Psi 2• h Dallp:= = 1.2 in Per IBC 60 D T! rL� �[ C ENGINEERING Template: REI-MC-5714A 105 School Creek Trail Luxemburg, WI 54217 www•ri.-inc.com Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: A2 Date: 1/6/2020 Rev: Chk By: Date: Case 1- Uniform Load: Mxpmax:= (wh-L-h) + wv. L.Otot Mxpmax2 wh. L.(h - Lst) + wv. L.Oxp1 Case 2 - Point Load: Mxpmax3 = (P h) Mxpmax4:= P-(h - Lst) Max Post Stress Above Reinforcement: f = max(Mxpmax2, Mxpmax4 if M1 >_ 7 bpxZ x max(Mxpmax2, Mxpmax4 otherwise Sx Max Post/Stub Combined Stress @ Bottom Rail Weld: (Run Reinforcement Past Bottom Rail) hbr:= h - Lb 3 wh L.hbr Mb1:=wh.L.hbr+wvL 3 Ep Ix Mb2:= P 0.85 hbr Ix'EP fbbr max Mb1,Mb2 (Ix Ep + Ist.Est)Sx (Fbw:= Ftyw Ftuw) min1.65 ' 1.95 J Aw:= �Lw+ 2).(2).t.C2 A Fbbr := ma FbSTL, max Fbpx - A Fbpx - Fbw), FbvZ Max Post/Stub Combined Stress: Ix. Ep fbpx2:= max(Mxpmax, Mxpmax3 rlx Ep + Ist-Est)Zx if M1 >_ 7 l Ix E max(Mxpmax,Mxpmax3 p otherwise (Ix Ep + Ist.Est) Sx Max Stub Stress: Ist Est fbst:= max(Mxpmax, Mxpmax3 ( l Ix-Ep + Ist Est). Sst Calculation Results: max (Intpl:= fbpx fbpx2 fbst fbbr Fbpx , Fb ' Fbst , Fbbr Intp1 = 0.88 POSTS:= "OK" if Intp1 <max(Axp1> Oxp2, Otot) _ 1 n <_ 1 Aallp "FAIL" otherwise Detail Ref. Sheet No: Post Analysis A2 A Mxpmax = 0 lb. in Mxpmax2 = 0 lb. in Mxpmax3 = 7200 lb. in Mxpmax4 = 6800 Ib in fbpx = 12324 psi Fbpx = 19500 psi hbr = 33 in Mb1 = 0 in lb Mb2 = 5610 in lb fbbr = 6241 psi Fbw = 9091 psi AW = 1.000 in Fbbr = 9091 psi fbpx2 = 8010 psi Fb = 9091 psi fbst = 6934 psi Fbst = 9091 psi Reactions forAndhorage (ASD): R:= max(P,wh.L) = 200 lb M:= max(Mxpmax, Mxpmax3 = 7200 in lb MP = 4419 in lb POSTS = "OK" Mst = 2781 in lb D TC L� l�L ENGINEERING Template: REI-MC-5714A 105 School Creek Trail Luxemburg, WI54217 www.rice-inc.com Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: A2A Date: 1/6/2020 Rev: Chk By: Date: Inputs:. ADM Testing Detail Ref. Sheet No: Post Analysis A2.1 a=1 534 ) 521 556 583 568 584 538 573 lb 475 480 499 572 489 538 514 Method 2: po:= 3.5 target reliability index Rt; strength of ith test Rt:= a a:= 0.2 e:= 2.72 Mm:= 1.00 mean value of material factor Fm := 1.0 mean value of fabrication factor VM:= 0.06 coefficient of variation of material factor VF:= 0.15 coefficient of variation of fabrication factor n:= rows(a) = 15 number of tests Calculations: All Calculations Below This Line Are Automatic ' 5" x 5" x 3/8" 2 C n - 1 = n' 1.24 correction factor Mounting Plate 2 n - 3n Post Insert 2" High 6061-T6 Welded To Plate Rtm := mean (a) = 534.93 mean strength ofall tests 2" x 2" x 0.125" Post 6061-T6 2 n-1 Rti 11 5/16" Drain Hole Both Side See Side View n-1 Rti 12� Rtm }I - 7/16"0 Drain Hole 1 3/16" Rtm J n 3/16" VP:= -0 J = 0.07 n - 1 3/16" 7/16"0 Holes Typical coefficient ofvariationoftheratiooftheobserved failure loads divided bythe average value of all 5" observed failure loads Use 2" x 2" x 1/8" Wall Post (6061-T6) with 2" TallAluminum Reinforcement (6061-T6) (Loaded the Strong Way) Test Report By Others - See Appendix A VQ:= 0.21 coefficient of variation of the loads 1.05a+ 1 1 (30• VM2+VF2+Cn VP2+VQ2 52:= max � •e ,1.9d = 2.65 Mm•Fm•(a+ 1)] J Safety Factor Rtm Allowable2 = 202 lb 12 Ma112 Allowable2 42 = 8467 in lb Testing done on a42"tall railing Ma112 AllowablelRC = 235.19 lb Allowable Reaction based ona 36 36"tall railing D TC L� l�L ENGINEERING Template: REI-MC-1090 105 School Creek Trail Luxemburg, VVl54217 "ww.rice-inc.com Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: A2.1 Date: 1/6/2020 Rev: Chk By: Date: !IIIIII!I iillllllil J iillllllil !IIIIII!I iillllllil Check Pickets: B:= 12 in A = 9.75 in C = 9.75 in Load• Trib w. 144 Aact-= 48 E•Ix L Aall:= 60 w• B R1:= •(2C + B) 2• L R1 1 M:= R1• A+ 2w) 2• L Sx Sr:— J•Ix M fbx:= S x Detail Ref. Sheet No: Picket Infill A3 Picket Dimensions: b:= 0.625 in (Picket Size) ❑d 6063-T5 d := b ❑ 6063-T6 t:= 0.05 in (Wall thickness) ❑ 6005-T5 or 6005A-T61 L:= 31.5 in (Picket Length) ❑ 6061-T6 Lr:= 75 in (Rail Length) Load:= 50 psfoverl ft 2 Trib:= 4.54 in (Picket Spacing -o.c.) all calculations below #7is line are automatic L B dl := d — 2t bl := b — 2t E:= 10.1.106 psi — A:= 2 C:= A 3� � Cb'd i — Cb1'd1 3� Ix:= Ix = 0.01 in 4 w= 1.58 pli Aact = 0.191 in Aall = 0.525 in R1 = 9.5 lb M= 103 lb -in Sr = 165.2 PICKET :_ "OK" if fbx < 1 ^ oact < 1 fbx = 5039 psi Fbx Aall "FAIL" otherwise Fbx = 9600 psi PICKET = "OK" Use 5/8"x 518" x 0.050" Wall Picket (6063-T5 or better) 3) 3� b•d ) — b1•d1 3 Sx. Sx = 0.02 in 6d 4 4•(b — t)•t 4 J:= J = 0.01 in 4•(b — t) Check Intermediate or Bottom Rails: InPUt. Ix1 := 0.04 in Ix2:= 0.03 in4 Sy2:= 0.04 in Load lb w:= w = 4.17 12 in b:= 12= 12 in Lr — b a:= (2) = 31.5 in c:= a = 31.5 in w•b M2:= •(2•c+ b)[4•a•Lr+ b•(2c+ b)] 8 Lr2 M2• Ix1 fb2 fb2 = 12321 psi Sy2•�Ix1 + Ix2� Load •Lr3 Lr Or:= — 0.62 in Arall = 0.63 in 48•E•(Ixl + Ix2) 120 fb2 Ar RAIL:= "OK" if < 1 n < 1 19500 Arall "FAIL" otherwise RAIL = "OK" Use Bottom Rail, As Shown (6005-T5 or 6005A-T61) D TC L� �[ ENGINEERING Template: REI-MC-5740 105 School Creek Trail Luxemburg, WI 54217 www•r,,-,nr..c.m Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: A3 Date: 1/6/2020 Rev: Chk By: Date: Detail Ref. Sheet No: IRC Anchorage to Concrete A4 Load Direction 5" x 5" x 3/8" Mounting Plate Post Insert 2" High 6061—T6 Welded To Plate 2" x 2" x 0,125" Post 6061—T6 5/16" Drain Hole Both Side N See Side View 7/16"0 Drain Hole 3/16" 3/16" 3/16" 7/16"0 Holes Typical 31, 4 ill 32 31, 4 5" Chk Anchor Bolts. Vb Rmax 1.6 Vb = 320 lb Mb Mmax 1.6 Mb = 11520 in lb **SEE CONCRETEANCHOR MANUFACTURER DATA** Use (4) 3/8" Dia. SS Hilti Kwik Bolt TZAnchors 300 Series Stainless Steel Embedment: 2-5116" Min. Edge Distance: 3-114" 2nd Edge Distance: 3-114" Spacing: 3-112" Min. Slab Thickness: 4" Concrete Strength: fc= 4,000 psi, Normal Wt., Cracked Manufacturer's instructions** Rmax 200 lb b:= 2 in(postWdth) Mmax 7200 in lb d:= 2 n(postdepth) Chk Post Weld to Base Plate: Use 3116" fillet weld all around 5356 filler alloy OK Per Testing Chk I -Beam Weld to Base Plate: Use 3116" Fillet Welds 5356 filler alloy - A#Around - Inside of I -Beam OK Per Testing Chk Base Plate: Use 3/8" x 5"x 5" Plate 6061-T6 alloy OK Per Testing D TC L� l�L ENGINEERING Template: REI-MC-5780 105 School Creek Trail Luxemburg, Wl54217 www.rice-inc.com Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: A4 Date: 1/6/2020 Rev: Chk By: Date: www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Return period (service life in years): Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: L�i I WE Q1 Profis Anchor 2.8.6 Page: 1 Project: Sub -Project I Pos. No.: Date: 1 /15/2020 Kwik Bolt TZ - SS 304 3/8 (2) 50 hef,act = 2.000 In., hnom = 2.313 In. AISI 304 ESR-1917 5/1/2019 1 5/1/2021 Design method ACI 318-11 / Mech. eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 5.000 in. x 5.000 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 4000, fc' = 4,000 psi; h = 4.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Lm. I I EL-0 Q1 Profis Anchor 2.8.6 Page: 2 Project: Sub -Project I Pos. No.: Date: 1 /15/2020 Anchor Tension force Shear force Shear force x Shear force y 1 1,465 80 80 0 2 0 80 80 0 3 1,465 80 80 0 4 0 80 80 0 max. concrete compressive strain: 0.28 [%o] max. concrete compressive stress: 1,226 [psi] resulting tension force in (x/y)=(-1.750/0.000): 2,930 [lb] resulting compression force in (x/y)=(2.181/0.000): 2,930 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate 3 Tension load Load Nua [lb] Steel Strength" 1,465 Pullout Strength* 1,465 Concrete Breakout Strength" 2,930 " anchor having the highest loading *"anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-1917 � Nsa Nua ACI 318-11 Table D.4.1.1 Variables Ase,N [in .2] fut. [psi] 0.05 115,000 Calculations Nsa [lb] 5,968 Results Nsa [lb] steel Nsa (lb] Nua [lb. 5,968 0.750 4,476 1,465 y 03 04 x Tension Compres ion 01 02 Capacity + N [lb] Utilization RN = 4,476 33 1,924 77 3,130 94 N Status OK OK OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.2 Pullout Strength Npn,f� — NP•2500 X a 250Cf Npn,f. Z Nua Variables f. [psi] 4,000 Calculations fc 2500 1.265 Results refer to ICC-ES ESR-1917 ACI 318-11 Table D.4.1.1 k a Np,zeoo [lb] 1.000 2,340 Page: Project: Sub -Project I Pos. No.: Date: Non.f: [lb] � concrete Nona [lb] Nua [lb] 2,960 0.650 1,924 1,465 3.3 Concrete Breakout Strength ANc NObg — (ANco) W ec,N W ed,N W c,N W cp,N Nb ACI 318-11 Eq. (D-4) fi Ncbg > Nua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hef ACI 318-11 Eq. (D-5) 1 W ec,N ( = 2 eN <_ 1.0 1 + ACI 318-11 Eq. (D-8) 3 hef W ed,N = 0.7 + 0.3 (1.5h, ef/ e 1.0 ACI 318-11 Eq. (D-10) W cp,N = MAX SM in 1.5h c 1.0 ACI 318-11 Eq. (D-12) Cac Cac J Nb = lcc X a hefs ACI 318-11 Eq. (D-6) Variables hef [in.] ec1,N [in.] ecz,N [in.] ca,min [in.] W c,N 2.000 0.000 0.000 3.250 1.000 cac [in.] kc X a fc [psi] 4.375 17 1.000 4,000 Calculations AN, [in .z ] ANco [ln•z ] W ec1,N W ec2,N W ed,N 57.00 36.00 1.000 1.000 1.000 Results Ncbg [lb] concrete Ncbg [lb] Nua [lb] 4,815 0.650 3,130 2,930 1.000 Profis Anchor 2.8.6 3 1 /15/2020 Nb [lb] 3,041 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4 Shear load Page: Project: Sub -Project I Pos. No.: Date: Lm. I I WE ;n Profis Anchor 2.8.6 4 1 /15/2020 Load Vua [lb] Capacity 0 Vn [lb] Utilization Pv = Vua/0 Vn Status Steel Strength* 80 3,068 3 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 320 5,337 6 OK Concrete edge failure in direction y-** 320 3,357 10 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-1917 fi Vsteel > Vua ACI 318-11 Table D.4.1.1 Variables Ase,y [in•z] fut. [psi] 0.05 115,000 Calculations V. [1b] 4,720 Results Vs. [lb] steel Vs. [lb] Vua [lb] 4,720 0.650 3,068 80 4.2 Pryout Strength Vcpg = kcp [(A c W ec,N W ed,N W c,N W cp,N NbJ J ACI 318-11 Eq. (D-41) Vcpg >_ Vua ACI 318-11 Table DA.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hef ACI 318-11 Eq. (D-5) 1 W ec,N 2 eN <_ 1.0 1 + ACI 318-11 Eq. (D-8) 3 hef W ed,N = 0.7 + 0.3 (1.5he f/ c 1.0 ACI 318-11 Eq. (D-10) W cp,N = MAX 2M in 1.5h c 1.0 ACI 318-11 Eq. (D-12) `` Cac Cac J iVb = kc X. 4c hefs ACI 318-11 Eq. (D-6) Variables kcp hef [in.] eo1,N [in.] eoz,N [in.] ca,min [in.] 1 2.000 0.000 0.000 3.250 W c,N Cac [in.] kc 1.000 4.375 17 Calculations ANc [in.2 90.25 Results V,g [Ib] 7,624 ANco [in •z ] W ec1,N 36.00 1.000 concrete V,g [lb] 0.700 5,337 a fc [psi] 1.000 4,000 W ec2,N W ed,N W cp,N Nb [I101 1.000 1.000 1.000 3,041 Vua [lb] 320 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan www.hilti.us L�i I EL-0 Q1 Profis Anchor 2.8.6 Company: Page: 5 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/15/2020 E-Mail: 4.3 Concrete edge failure in direction y- - Avc W ec,v W ed,v W c,v W h,v W Vb ACI 318-11 Eq. (D-31) parallel,v \Auto/ VVcbg yVcbg > Vua ACI 318-11 Table D.4.1.1 Ave see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 Cat ACI 318-11 Eq. (D-32) 1 W ec,v 1 + 2e 51.0 ACI 318-11 Eq. (D-36) _§Cat W ed,v = 0.7 + 0.3(1 Scat) 151.0 `> ACI 318-11 Eq. (D-38) W h v = 75Ga 1.0 ACI 318 11 Eq. (D-39) 0,2 Vb = (7 (d�da � a a Cal ACI 318-11 Eq. (D-33) `` ` a Variables cat [in.] caz [in.] ecv [in.] W c.y ha [in.] 3.250 3.250 0.000 1.000 4.000 le [In.] a a da [In.] fe [psi] W parallel,y 2.000 1.000 0.375 4,000 2.000 Calculations Avc [in.z] Avco [in.2] W ec,v W ed,v W h,v Vb [Ib] 46.50 47.53 1.000 1.000 1.104 2,220 Results Vcbg [lb] concrete Vcbg [lb] Vua [Ib] 4,795 0.700 3,357 320 5 Combined tension and shear loads ON 13V Utilization 13N,V [%] Status 0.936 0.095 1.000 86 OK 13Nv = (RN + Rv) / 1.2 <- 1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-11. Part D.9.1 • The characteristic bond resistances depend on the return period (service life in years): 50 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us L�i I WE Q1 Profis Anchor 2.8.6 Company: Page: 6 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/15/2020 E-Mail: Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.438 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor in Anchor x y 1 -1.750 -1.750 2 1.750 -1.750 3 -1.750 1.750 4 1.750 1.750 • Manual blow-out pump 3.250 3.250 - 6.750 3.250 - 3.250 6.750 - 6.750 - 6.750 - Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.8.6 7 1 /15/2020 Anchor type and diameter: Kwik Bolt TZ - SS 304 3/8 (2) Installation torque: 300.000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 4.000 in. • Torque controlled cordless impact tool (Hilti Safeset System) • Torque wrench • Hammer K Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan www.hilti.us Profis Anchor 2.8.6 Company: Page: 8 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/15/2020 E-Mail: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan n J�4 Load Direction 4„ 32„ 4„ 5" Detail Ref. Sheet No: IRC Anchorage to Wood A5 Rmax = 200 lb b:= 2 in(post Wdth) Mmax 7200 in lb d:= 2 in (post depth) 5" x 5" x 3/8" Mounting Plate Chk Post Weld to Base Plate: Post Insert 2" High 6061—T6 Use 3116" fillet weld all around Welded To Plate 5356 filler alloy 2" x 2" x 0,125" Post OK Per Testing 6061—T6 5/16" Drain Hole Both Side Chk I -Beam Weld to Base Plate: See Side View Use 3116" Fillet Welds 7/16"0 Drain Hole 5356 filler alloy -A#Around - Inside ofI-Beam 3/ 16" OK Per Testing 3/16" Chk Base Plate: 3/1fi � Use 3/8" x 5"x 5" Plate 7/16"0 Holes Typical 6061-T6alloy OK Per Testing vi Chk Anchor Bolts. z Vb:= R �ax (2Anchors Effective) Vb = 100 lb Mmax Tb:= Tb = 997 lb 4.25 0.85 2 **See Next Sheet For Calculations** Use (4) 318" Dia. SS Lap Screws 300 Series Stainless Steel Thread Penetration: 3"Min. into Wood Blocking Edge Distance: 9116"Min. End Distance: 2-518" Spacing: as shown Assume S.G. = 0.50 (D.F.L or Southern Pine) **Install per NDS Guidelines** Wood Blocking Designed By Others oad Appli d At m .-2" x 2" x 0.125" Post 6061—T6 I V Post Insert I IF --I 5/16" Drain Hole N j M 5" x 5" x 3/8" + Mounting Plate 6061—T6 Post Mounting Plate Stainless Steel Lag Screws (Per Manufacturer Specifications) Solid Wood Backing Provided And Installed By Others D TC L� l�L ENGINEERING Template: REI-MC-5780 105 School Creek Trail Luxemburg, WI54217 `""^•rice-inc.com Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: A5 Date: 1/6/2020 Rev: Chk By: Date: Use (4) 318" Dia. SS Lap Screws 300 Series Stainless Steel Thread Penetration: 3"Min. into Wood Blocking Edge Distance: 9116"Min. End Distance: 2-518" Spacing: as shown Assume S.G. = 0.50 (D.F.L or Southern Pine) "Install per NDS Guidelines" Wood Blocking Designed By Others Post Mounting Plate Stainless Steel Lag Screws (Per Manufacturer Specifications) Solid Wood Backing Provided And Installed By Others Detail Ref. Sheet No: I RC Anchorage to Wood A5 A ;rew Penetration Vood Blocking D TC L� l�L ENGINEERING Template: REI-MC-5780 105 School Creek Trail Luxemburg, Wl54217 www.rice-inc.com Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: A5A Date: 1/6/2020 Rev: Chk By: Date: Dowel Type Fastener Capacity (NDS 2012) Vpos = 100 Ibf Tpos := 997 Ibf 3/8 in Lag Screw SS Vneg := 100 Ibf Tneg := 997 Ibf Im := 3 thickness ofmain member, in Is:= 0.375 thickness ofsidemember, n 6061-T6 Hole Fyb = 65000 bending yield strength, psi. D = 0.375 unthreaded shank diameter of screw, in. Dr=0.27 rootdiameterofscrew Fes = 43000 bearing strength, psi Calculations 0 Fern KO:= 1 + 0.25• 90 Fes Re + 2-Re 2. 1 + Rt + Rt2 + Rt2• Rea - Re-(1 + k1 1 + Re k2:= -1 + 2•(1 + Re) + 2• Fyb• 1 + 2• Re). Dr2 3• Fem• Im 2 k3:= -1 + 2•(1 + Re) + 2•Fyb•(2 + Re)•Dr2 Re 3• Fem• Is 2 Detail Ref. Sheet No: Lag Screws A5.1 Douglas Fir -Larch p := 3 penetration, in tshim := 0 thickness of shim, in CD:= 1.6 load duration factor, 10. 3.2 CM := 1.0 wet service factor,103.3 Ct:= 1.0 temperature factor, 10.3.4 Cg := 1.0 group action factor,103.6 CA:= 1.0 geometry factor,11.5.1 Ceg := 1.0 end grain factor,11.5.2 Cdi := 1.0 diaphragm factor,11.5.3 0 : = 90 angle of load to grain, degree Im KD:- 2.2 if Dr < 0.17 = 0 Rt:- - 8 s otherwise I10•Dr+0.5 if 0.17 <Dr<<-0.25 = 0.3 0 otherwise Rd1 := I KD if Dr < 0.25 = 5 4.0• KO if 0.25 < Dr < 1 otherwise Dr, Im • Fern Dr, Is, Fes k Zlm • Rd1 = 579.72 Zls:= Rd1 = 854.63 Zll := - k3• Dr- Is. Fern Dr 2• Fern. Fyb ZIIIs = (2 + Re)•Rd3 - 224.25 ZIV:= Rd3 3•�1 + Re) = 211.88 Z1 := min (Zlm, ZIs, ZII. Zlllm , Zllls, ZIV) = 211.88 W 1 = 304.97 Results Rd2 := I KD if Dr < 0.25 = 4.5 3.6•KO if 0.25 < Dr <- 1 otherwise Rd3 := I KD if Dr < 0.25 = 4 1 3.2• KO if 0.25 < Dr < 1 otherwise Ir• Ise Fes k2 Dr- Im • Fern = 280.25 Zlllm �1 + 2Re)•Rd3 = 315.56 Rd2 Rpos:= Tpos2 + Vpos2 = 1002 Ibf apos:= atan Tpos•Vpos 184.27•deg Z':= Z1 CD•CM•Ct•Cg•Cp•Ceg•Cdi•lbf = 3391bf Allowable Shear W' = W 1 CD CM• Ct• Ceg• Pten• Ibf = 1067.38 Ibf Allowable Tension Zapos = W Z = 1045.02 Ibf Intpos :_ R � o s = 0.96 W'•�cos(apos�)2 + Z'•�sin�apos�)2 P R Zaneg W Z = 1045.02 Ibf Intneg := neg = 0.96 W1•(cos(o`neg))2 + Z.(sin(o`neg))2 Zaneg Rneg := qi Tneg 2 + Vneg2 = 1002 Ibf \ aneg atan Tneg Vneg 1 = 84.27•deg Fastener = "3/8 in Lag Screw SS" Predrill = "Predrill Holes at 40% - 70% D" Penetration = "Verify Blocking Thickness" Material = "Douglas Fir -Larch" G = 0.5 Pten = 2.19 D TC L� �[ ENGINEERING Template: REI-MC-7001 105 School Creek Trail Luxemburg, WI 54217 www•rice-inc.com Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: A5.1 Date: 1/6/2020 Rev: Chk By: Date: Chk Conc. Grout: RLL:= 200 lb RWL:= 0 lb MLL:= 7200 lb. in MWL:= 0 lb. in Rmax max RLL 1.6, RWL 0.6 1 = 320 lb Mmax max(MLL 1.6, MWL 0.6 1 ) — 11520 lb. in Ll := 4 in Dl := 2 in (Post Width) D2:= 4 in (Grout PocketWidth) Assume Whitney stress block for bearing distribution: fcl — 4000 11 0.85 — .05 (�:= 0.65 fcl:= 6000 fc2:= 4000 Cal := 4in Ca2:= 4in Ll cl 2 Detail Ref. Sheet No: IRC Anchorage to Grout A6 psi GroutStrengih psi Conc. Strength (edge dist. from CL bolt to edge DIRECTION OF LOAD) (end dist.) zn 01 := max 1000 if fcl >_ 4000 01 = 0.75 0.65 J J J 0.85 otherwise Al := al Dl Al = 3 in (Bearing Area) El := Ll — al El = 2.5 in (Load Eccentricity) Mmax Rmax Pl := + Pl = 4768 lb (Bearing Load) E1 2 ,�Fpl := (�0.85 Al fcl (�Fpl = 9945 lb (Allowable Bearing Load) o Il=,�FP1 P1 11=0.48 Chk Concrete (for reference only): f c2 — 4000 11 0.85 — .05 02:= max 1000 if fc2 >_ 4000 02 = 0.85 0.65 J J Post 0.85 otherwise Post Embedded Min. a2:= 02 cl a2 = 1.7 in 4" Into Concrete With A2:= a2 D2 A2 = 6.8 in (Bearing Area) Solid Rockite Infill E2:= Ll — a2 E2 = 2.3 in (Load Eccentricity) Mmax Rmax P2:= + P2 = 5169 lb (Bearing Load) E2 2 (�Fp2:= (�0.85 A2 fc2 (�Fp2 = 15028 lb (Allowable Bearing Load) P2 12:= (�FP 2 Chk Breakout (for reference onlv): Assumptions. ConcreteReinf = "No Reinforcement" ConcreteZone = "Cracked Concrete" Concrete = "Condition B" SiesmicCondition = "A, B, C (Low Seismic Risk)" vn:= Vn ova= 3036lbf > Vua = 51691bf (D.7.2) Use 6,000 psi, Cement or Epoxy Based Grout Non -Shrink & Non -Metallic 4" Min. Post Embedment in Grout -Design of bearing on concrete by others -Design of concrete breakout and point loads by others. E.O.R. to check concrete breakout -Recommend bituminus paint or other inert coating to isolate aluminum from grout on the outside and inside walls of the post ANCHORS = "REINFORCEMENT OR ADDITIONAL CHANGES REQUIRED; FOR TO CHECK CONCRETE BREAKOUT" D TC L' l�L ENGINEERING Template: REI-MC-5799 105 School Creek Trail Luxemburg, WI54217 w"w.nce-inc.com Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: A6 Date: 1/6/2020 Rev: Chk By: Date: Area: 0.6249 sq in Perimeter: 17.6024 in Bounding box: X:-1.4272 -- Y:-1.2347 -- Centroid: X: 0.0000 in Y: 0.0000 in Moments of inertia: X: 0.3194 in4 Y: 0.4956 in4 Section Modulus: X: 0.259 in3 Y: 0.347 in3 Torsional Constant: J: 0.4 in4 1.0728 in 1.0153 in Detail Ref. Sheet No: Section Properties S1 Area: 0.8025 sq in Perimeter: 9.8800 in Bounding box: X:-0.8650 -- Y:-0.8650 -- Centroid: X: 0.0000 in Y: 0.0000 in Moments of inertia: X: 0.3466 in4 Y: 0.1098 in4 Radii of gyration: X: 0.6572 in Y: 0.3699 in Section Modulus: X: 0.401 1n3 Y: 0.127 in3 0.8650 in 0.8650 in D TC L� l�L ENGINEERING Template: REI-MC-5701 105 School Creek Trail Luxemburg, Wl54217 •rice-inc.com Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: S1 Date: 1/6/2020 Rev: Chk By: Date: Area: 0.2125 sq in Perimeter: 6.8720 in Bounding box: X:-0.4247 Y:-0.3698 -- Centroid: X: 0.0000 in Y: 0.0000 in Moments of inertia: X: 0.0281 in4 Y: 0.0389 in4 Section Modulus: X: 0.045 in3 Y: 0.036 in3 Detail Ref. Sheet No: Section Properties s2 Area: 0.1864 sq in Perimeter: 6.0440 in Bounding box: X:-0.9791 - Y:-0.6086 -- 1.0753 in Centroid: X: 0.0000 in 0.6302 in Y: 0.0000 in Moments of inertia: X: 0.0180 in4 Y: 0.0295 in4 Section Modulus: X: 0.03 in3 Y: 0.03 in3 0.3909 in 0.3084 in D T/� l�L 1. ENGINEERING Template: REI-MC-5701 105 School Creek Trail Luxemburg, WI 54217 `""^•rice-inc.com Project Description: Star System - IRC 2015 Job No: R17-12-008 Engineer: JDB Sheet No: S2 Date: 1/6/2020 Rev: Chk By: Date: 0 0 N 0 Q) T Ln 0 i .o Q T 0 i 0 0 0 N Q Title: 211" 12" Bottom Rail RB-100/101 Top Rail RT-100/101 Top Rail RT-100/101 Top Rail Saddle Welded To Post 2" x 2" x 0.125" Post 5/8" x 5/8" Picket Bottom Rail RB-100/101 Mounting Plate Picket Sections CLASSIC STYLE 36" High Picket nimaneinn \/nriac Top Rail RT-100/101 Top Rail Saddle Welded To Post 1 — # 10 St. St. Self Tapping Screw Typical 2" x 2" x 0.125" Post 5/8" x 5/8" Picket Bottom Rail Sleeve Welded To Post Typical Bottom Rail RB-100/101 Mounting Plate Picket Elevations Drawing No. Scale: SS101 1 "=1'-0" Drawn By: Date: S. r A.R. SYSTEM INTERNATIONAL LTD. KK January 27, 2016 ALUMINUM RAILING & FENCING Checked By: Revision: r sr = M R L �o a oadAppliedAt4 a y >� R �a 3 � y C a ' c� Z r N r�)i00 Project: Post Testing Title: 2" x 2" x 0.125" Post 6061—T6 Post Insert �II 5/16" Drain Hole I 5" x 5" x 3/8" Mounting Plate 6061—T6 Side View 2" Post 5x5 Mounting Plate Detail Load Direction 31, 4 32" 5" 31, 4 5" x 5" x 3/8" Mounting Plate Post Insert 2" High 6061—T6 Welded To Plate 2" x 2" x 0.125" Post 6061—T6 5/16" Drain Hole Both Side See Side View 7/16" 0 Drain Hole 3/16� 3/16" 3/16" 7/16" 0 Holes Typical Mountina Plate Detail Drawing No. Scale: Seal 6"=1'-0" Drawn By: Date: KK Nov. 14, 2019 Alloy: Post No.: 6061-T6 #1 > #15 Quantity x15 `GM � CRAP( Phone: 604.438"1 Fax:604438.4021 APPENDIX A: 3RD PARTY TESTING (NOTE RICE ENGINEERING DID NOT PERFORM THE TESTING. THIS IS INCLUDED FOR REFERENCE PURPOSES ONLY AND IS NOT CONSIDERED PART OF THE SIGNED/SEALED SUBMITTAL. uast onsulting isc estin ..�. Aluminum Post Strength Performance Test Report Rendered To: STAR Systems International, LLC. Report No.: QCT 19-5620.01 Test Date(s): November 22, 2019 Report Date: December 11, 2019 QUAST CONSULTING AND TESTING, INC. Exterior Fagade/Fenestration Consulting Testing 1055 Indianhead Drive • Mosinee, WI 54455-0241 • Phone: 715-693-TEST (8378) • Fax: 715-693-0689 www.qct-usa.com Document Control No.: 23.41-138 uast QCT19-5620.01 Report Date: 12/11/2019 �Onsultlng Test Date: 11/22/2019 ALUMINUM POST STRENGTH PERFORMANCE TEST REPORT Rendered to: STAR Systems International, LLC 7465 Conway Avenue Burnaby, B.C. Canada, V5E 2P7 ReportNo.: QCT19-5620.01 Test Dates: 11/22/2019 Report Date: 11/25/2019 Test Report Retention Date: 11/22/2021 Project Summary: Quast Consulting and Testing, Inc. was contracted by STAR Systems International, LLC to perform strength testing on aluminum posts. The posts were supplied by STAR Systems International, LLC. and tested at Quast Consulting and Testing Laboratory located in Mosinee, WI. Test specimen description and results are reported herein. Test Specimen: (See Appendix A) The aluminum mounting plate was 5" x 5" x 3/8" thick with four bolt holes spaced 3/4" from edges. A 2" tall 1-3/4" x 1-3/4" aluminum I -section with 1/4" web and 5/32" flanges was welded to the center of the mounting plate. A 2" x 2" x 1/8" thick aluminum post was fit over the I -Section and welded to the mounting plate on all sides. The post was bolted to a rigid steel W-section using 1/2-13 x 2-1/4" long A307 steel bolts. Test Procedure: (See Photo #1) In order to facilitate loading, a steel collar was fitted over the post with its horizontal centerline positioned 42" from the bottom of the mounting plate. Load was applied to the collar horizontally and parallel to the web of the aluminum I -section insert. Load was measured using a load cell. Horizontal deflection at the point of load application was measured using a string potentiometer. A data acquisition program was used to generate load vs deflection data for each test. Peak load and pulling rate were tabulated as results. See Appendix B for Load vs Deflection graphs of all tests. Page 1 of 3 QCT19-5620.01 Test Results: ua Bt onsulting � L5t1n rur. Photo #1: Test Setup (See Appendix C for photos of failed posts) Report Date: 12/11/2019 Test Date: 11/22/2019 Post # Peak Force (lbf) Pulling Rate (in/min) Failure Location 1 534 1.2 weld -post 2 521 0.8 weld -post 3 556 1.2 weld -post 4 583 0.7 weld -post and post 5 568 1.5 weld -post and throat 6 584 2.5 post 7 538 2.5 weld -post and post 8 573 2.3 weld -post and post 9 475 3.1 weld -post 10 480 2.3 weld -post and post 11 499 2.5 weld -post 12 572 2.7 throat 13 489 3.2 weld -post and throat 14 538 3.4 weld -post and throat 15 514 3.6 weld -post Average 535 2.2 Standard Deviation 37.6 Page 2 of 3 uast QCT19-5620.01 Report Date: 12/11/2019 �Onsultlng Test Date: 11/22/2019 �c esting.�_ Drawing Reference: The test specimen drawings have been reviewed by Quast Consulting and Testing, Inc. and are representative of the test specimen reported herein. List of Official Observers: Name: Company Brian Sasman Quast Consulting and Testing, Inc. Arlen Fisher Quast Consulting and Testing, Inc. Norm Plumb STAR Systems International, LLC. Paul Zen East West Alum Craft Ltd Tony Dente East West Alum Craft Ltd Electronic records of data sheets, drawings, correspondence, this report, or other pertinent project documentation will be retained for a period of 10 years from the test completion date. Physical respresentative samples of the test specimen will be retained for a period of 2 years from the test completion date. At the end of this retention period, such material shall be discarded without notice and the service life of this report will expire. Results obtained are tested values and were secured by using the designated test methods. This report does not constitute certification of this product nor an opinion or endorsement by this laboratory. It is the exclusive property of the client so named herein and relates only to the specimens tested. This report may not be reproduced, except in full, without the written approval of Quast Consulting and Testing, Inc. QUAST CONSULTING & TESTING, INC. Arlen Fisher, P.E. Project Manager QUAST CONSULTING & TESTING, INC. Brian M. Sasman, P.E. Reviewer Attachments: This report is complete only when all attachments listed are included. Appendix A: As -Built Drawings (1 Page) Appendix B: Load vs Deflection Graphs (8 Pages) Appendix C: Photos of Failed Posts (8 Pages) Page 3 of 3 vi Z oad Applied At 4211 r�)i00 Project: Post Testing Title: 2" x 2" x 0.125" Post 6061—T6 V Post Insert I _ 5/16" Drain Hole 5" x 5" x 3/8" Mounting Plate 6061—T6 Side View 2" Post 5x5 Mounting Plate Detail Lf Load Direction 5" x 5" x 3/8" Mounting Plate 4„ 32„ „ 4 5" Post Insert 2" High 6061—T6 Welded To Plate 2" x 2" x 0.125" Post 6061—T6 5/16" Drain Hole Both Side See Side View 7/16" 0 Drain Hole 3/16" 3/16" 3/16" 7/16" 0 Holes Typical Mountina Plate Detail Drawing No. Scale: Seal 6"=1'-0" Drawn By: Date: KK Nov. 14, 2019 Alloy: Post No.: 6061-T6 #1 > #15 Quantity x15 Isms AGM � cRAF� Rana: 604.438-Ml Fax:604438.4021 L r Appendix 6 Post #1 Load vs Deflection 500 400 ►11 100 0 ME I I I I I I I / I I I I 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Deflection (in) Post #2 Load vs Deflection .11 500 400 we Kill] 0� I I I __j I I I 1 --1 J 1 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 Deflection (in) Post #3 Load vs Deflection Post #4 Load vs Deflection 600 0iI17 400 300 0 J I 100 io 0— I 1 I 1 I I 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 Deflection (in) I Post #5 Load vs Deflection 600 500 400 300 c� 0 J 200 100 0 r. I I I I I I I I I I I I 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 Deflection (in) Post #6 Load vs Deflection 600 500 400 w -6 300 m 0 J 200 100 0 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 Deflection (in) 5.50 6.00 Post #7 Load vs Deflection 600 500 400 w 300 co 0 J 200 100 0 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 Deflection (in) 600 500 400 w 300 m 0 J 200 KIIII 4.00 4.50 5.00 5.50 6.00 Post #8 Load vs Deflection 0 1 1 1 1 1 _1 _1 _1 _1 _L 1 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 Deflection (in) Post #9 Load vs Deflection 111 1 1 11 I 11 / 11 1 � II � 1 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 Deflection (in) Post #11 Load vs Deflection .11 500 400 w 300 co 0 J 200 100 0 1V� 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 Deflection (in) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 Deflection (in) 500 400 200 100 a� 600 500 400 w 300 m 0 J 200 ROOM Post #13 Load vs Deflection 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 Deflection (in) Post #14 Load vs Deflection 0 1� 1 1 1 1 _I I_ 1 1 1 I I 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Deflection (in) 600 500 400 300 0 J 200 100 Post #15 Load vs Deflection 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 Deflection (in) Appendix C (number printed on post is opposite of pulling direction) 1 aff Ow I& WRO T 7-YurcR-" 1� -_. �- � �_ �i � ' �. �� L .�,- .v 4 3 AL -00 0 ti- F= A.v is