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Specifications (80)
1311 1 --soot(07 tot255W n th)cpw sq RICE Jaguar / Land Rover - Tigard ENGINEERING Glass Guardrail Calculations 105 School Creek Trail I Luxemburg,WI 54217 (P)920.617.1042 I (F)920.617.1100 Project Location: Prepared for: Tigard, OR CRLaurence- Los Angeles, CA REI Project#R19-09-281 REV1- 10/17/2019 Design Criteria: RECEIVED 1. Railing live loads per 2014 Oregon Structural and Specialty Code(IBC 2012;ASCE-7/10) 'OCT 2 2 I 2, Railing design wind/seismic loads:5 PSF(Interior;Does Not Govern) CITY3, Railing deflections per International Code Council AC439;1"Maximum BUILDING OF DIVISION TIGARD 4. Aluminum members designed per AA,"Aluminum Design Manual" 3UfLDING DIVISION 5, Stainless steel members designed per AISC Structural Steel Design Guide 27. 6, Stainless steel fasteners to be minimum Condition"CW",300 Series,Fy=65 ksi 7, All other fasteners shall be the size and strength as is recommended in the calculation package 8. Structural steel is assumed to be Fy=46 ksi Minimum 9, Wood blocking installed at wall rail brackets is designed by others;Douglas Fir–Larch or better,G=0.50 minimum is required for hanger bolt capacity with 2"thread engagement 10. Concrete slabs,concrete curbs,structural steel,masonry units,wood blocking and all other anchorage substrates designed by others 11, All glass is to be fully tempered laminated as shown in the drawings with polished vertical edges;Glass lite maximum/minimum dimensions per plans 12. Per IBC,glass has been designed using a safety factor of 4 in determining the allowable flexural stress(24,000/4=6,000 psi) 13. Per IBC,glass panels need to be manufactured from an approved safety glazing material conforming to CPSC 16 CFR 1201(II). The glass manufacturer is responsible to provide acceptable safety glass conforming to the IBC&CPSC provisions. 14. Design of material separation to prevent reaction between dissimilar materials not designed by Rice Engineering Inc. Page: Description: Date: 10/17/19 E1:E1B Typical Railing Layouts 10/4/19 REV1 PL Project Location&Spec 10/4/19 1:1F Surface Mount Guardrail 10/4/19 REV1 2 Grab Rail Analysis 10/4/19 3 Wall Rail Anchorage 10/4/19 4 Hanger Bolt Capacity 10/4/19 Digitally signed by Gustave Z1:Z1A AAMA Fastener Data 10/4/19 Schmoll DN:CN=Gustave Schmoll+ Z2:Z2A GANA Glass Design Data 10/4/19 Gustave SchmollE=gusschmoll@rice-inc.com, OU=Rice Engineering,O=Rice Engineering,L=Luxemburg, S=Wisconsin,C=US Date:2019.10.17 12:47:48-05'00' Engineers Design Approval Stamp: Disclaimer: This Certification is limited to the structural design of u T R u 4 structural components of this handrail/guardrail/divider system. �p PROP 4.S ROFFS It does NOT include responsibility for: � ,f' *GINEF� X01•' • Structural design of misc.hardware(latches,hinges,etc.). 91522PE 14 • Structural design of concrete slabs and other masonry units �� • Structural design of wood blocking or wood framing • Structural design of all other anchorage substrates OREGON • Glass breakage due to airborne debris or foreign objects Expires:6/30/20 ' • The manufacture,assembly,or installation of the system. G'�j — O\ • Quantities of materials or dimensional accuracy of drawings Sr4jt L gCA Cover Page 1 of 1 10/17/2019 NOTE STRUCTURAL STEEL,CONCRETE,CMU,MASONRY, WOOD/STEEL STUD WALLS,WOOD BLOCKING AND ALL OTHER Detail Ref. Sheet No: HOST STRUCTURE ANCHORAGE SUBSTRATES ARE ASSUMED Typical Railing Layout DESIGNED BY OTHERS E 1 x 8"-4" / 8%4* 8'.2%" I 2" 1/Z. 1 8'.24" Y I ' r .3 i ....i„ I r 1" i 1' r ,..., 4" :q• 'v III 6 1 I 4" bNli ii i 4" 4,. 4, 4• 4F } sI E II ; I to F e , a_ I a , r l . . . i 1I DN _ E..,�.DN )g. \ - s1 'l I T .4 N' N 4'y7Y4„ 4" , 34* 4`•71/4' PLAN STRUCTURAL GLASS LAYOUTS iiiii, NUM RICE�L� 105 School Creek Trail Project Description: Job No: R19-09-281 �[l.li Luxemburg,WI 54217 Engineer: KEP Sheet No: El ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100 Date: 10/4/19 Rev: REV1 www.rice-inc.com Tigard OR Template: Chk By: Date: NOTE:STRUCTURAL STEEL,CONCRETE,CMU,MASONRY, WOOD/STEEL STUD WALLS,WOOD BLOCKING AND ALL OTHER Detail Ref. Sheet No: HOST STRUCTURE ANCHORAGE SUBSTRATES AREASSUMED Typical Railing Layout El A DESIGNED BY OTHERS � ` �-' ~' Iltr1-1'''N''•-,-,,,,'N----, �� tr.4 ~ '"`'- �p w;,�� 44-0 x� F 2 ? 96'6p3HNiQRAA II// *a ` 4 UE,"WALL TIOMME&SI r mg!, GLUON cTY. 6..;:re »moose• 7 3 i iteir2tt Q 1 L3h4N TED WERE8 K'TeAPERED x nor MP TEAif .,,,,F opt HERS) =.)'� M 6 r1eo4tiu114.5 rT am...-.. NON-FALL HAZARD AREA; "OK" PER INSPECTION USE STANDARD CRL SURFACE MOUNT OR CORE MOUNT ANCHOR DETAIL Gni D ICE 105 School Creek Trail Project Description: Job No: R19-09-281 Illi L Luxemburg,WI 54217 Engineer: KEP Sheet No: El A ENGINEERING Phone:(920)617-1042 Jaguar Land Rover • - Fax:(920)617-1100 Date: 10/4/19 Rev: REV1 www.rice-inc.com Tigard OR Template: Chk By: Date: NOTE:STRUCTURAL STEEL,CONCRETE,CMU,MASONRY, WOODISTEEL STUD WALLS,WOOD BLOCKINGAND ALL OTHER Detail Ref. Sheet No: HOST STRUCTURE ANCHORAGE SUBSTRATES AREASSUMED Typical Railing Layout DESIGNED BY OTHERS E1 B HRH15HBS- 1.5" Q.D. SHT 2 • HANDRAIL (.120"WALL THICKNESS) Ilillalli HR2DGBS SHT 3 = 9/16"TEMPERED SHT 1 CO LAMINATED GLASS: Y"TEMPERED X .060"SGP X Y"TEMPERED ce W (BY OTHERS) O © ' Q & ' I STRUCTURAL GLASS ' BASE SHOE WI M HRH15HBS 1.5"O.D. CLADDING HANDRAIL SHT 2 F ',1 FINISH FLOOR ' (.120"WALL THICKNESS) L, .. • ... . . . WBA38X4- [IbS � T 's"X CCONCRETE 1 BCHOR H F HR2DGBS SHT 3 _ SPACED 12""C.T.C. = C7 I C7 9,46"TEMPERED SHT 1 W TYPICAL SECTION VIEW LAMINATED GLASS: z (MOUNT TO CONCRETE) Y"TEMPERED X.060"SGP =' x • X Y"TEMPERED W (BY OTHERS) O, Gj z - Q N 4"" i STRUCTURAL GLASS I BASE SHOE WI CLADDING RA FINISH FLOORril i, SHCS38X112 "-16 SOCKET HEAD CAP I i SCREW WITH WBAW38 WASHE t SPACED 12"C.T.C. SHT 1A I 4"X 12"X 346"THK. STEEL TUBING tint, (BY OTHERS) TYPICAL SECTION VIEW INAL L (MOUNT TO STEEL) RIC � 105 School Creek Trail Project Description: Job No: R19-09-281 Luxemburg,WI 54217 Engineer KEP Sheet Na El B - ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax.(920)617-1100 Date: 10/4/19 Rev: REV1 Template: wvwvnce-inc.com Tigard OR p Chk By: Date: Detail Ref. Sheet No: Project Location & Spec PL CLATSO' e?/. i '� Poland NASA; ##, HIUED -. UMATILLA 1 WALLOWA MOOK r ' LTNOMAH mows MORROW ' UNION sita�- �,�` ILLIAM Salem WASCO r (-,v-. -.__.i AMOK WHEELER BAKERii s," LINNjEFFERSO GRANT Qa — CROOK LANE r I DESCHUTES L il COOS DOUGLAS HARK MALHEUR LAKE CURRY JOSEPHINE' KLAMATH JACKSON k Project Location: Tigard, OR - Design Loads per 2014 Oregon Structural and Specialty Code(IBC 2012;ASCE-7/10) 50 plf uniform load in any direction on top of guards 200#concentrated load in any direction on top of guards 50#concentrated load applied over 1 ft2 of infills - Design Uniform Loads(Seismic or Wind) per ASCE-7: 5 PSF(Interior; Does Not Govern) RICE 105 School Creek Trail Project Description: Job No: R19-09-281 Luxemburg,WI 54217 Engineer: KEP Sheet No: PL ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100 Date: 10/4/19 Rev: wwwvrice-inc.com Tigard OR Template: Chk By: Date: Inputs: Typical Glass Guardrail Detail Ref. Sheet No: _ WL:= 5 psf (wind load) Analysis 1 P:= 200 lb (point load) HRHI5HBS- 1.5"O.D. Wh:= 4.17 pli (horizontal uniform load) HANDRAIL Wv:= 0 pli (vertical uniform load) (.120"WALL THICKNESS) - h:= 37 in (height of rail) w:= h in (minimum glass lite width)* "Ii. j t:= 0.47 in (glass equivalent thickness) , HR2DGBS 2 Fg:= 6000 psi (glass allov�eble bending stress) I W Fgw6000 psi (glass allowable bending stress WL) 9 " 0 _ _ /6 TEMPERED = J E 10400000psi glass modulus LAMINATED GLASS: g Y"TEMPERED X .060"SGP Q S:= 12 in (fastener spacing) /�� X1/4"TEMPERED CG W (BY OTHERS) > Calculations: Z min(h,w)•t3 4 min(h,w)•t2 Q CV I =0.32 in S 1 :_ =1.36 in 4„ I g1 12 g 3 6 / STRUCTURAL GLASS fl BASE SHOE W/ ch s.t3 4 S•t2 3 CLADDING Ig2:= 12 =0.104 in Sg2:= 6 =0.442 in A IF FINISH FLOOR Point Load' 11.4I I Mgt := P-h Mgt =7400 in-lb r”---� ' _"' fg1 := Sg1 fg1 =5432 psi Use 9/16"Fully Tempered LaminatedG lass 6mmx 1.524mm SGP Interlayer x 6mn P•h3 W/Exposed Edges Polished Agl := 3• Eg Ig1 Ag1 =1.014 in ... �_ NOTE:Under full design load,the rail will Uniform Load.' deflect about 1':this is acceptable per ICCAC439 de tl c/ion limits (Wh-s).13 Ag2:= Ag2=0.782 in 3-Eg•lg2 Reactions from Point Load: Mg2 := (WITS)•h +WvS•Ag2= 1851 in-lb := P Vp=200 Ib Mg2 VP fg2:= Sfg2=4191 psi g2 Mp:= Mgt MP=7400 in•lb Wind Load WWL:= 4 Wm.=0.42 pli Reactions from Wind or Uniform Load: r M 2 WWLh2 Vw,:= max Wh, hVw=50 lb Mg3 := 2 Mg3 =285 in•lb Mw:= max(Mg2,Mg3) Mw= 1851 in-lb WWh 4 Ag3: Ag3=0.09 in 8 E g I g2 Mg3 max(fg1,fg2 fg3 fg3:= fg3=646 psi GLASS :_ "OK" if - <_ 1 A <_ 1 Sg2 Fg Fgw "FAILS" otherwise GLASS ="OK' RICE 105 School Creek Trail Project Description: Job No: R19-09-281 Luxemburg,WI 54217 Engineer: KEP Sheet No: 1 • ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100 Date: 10/4/19 Rev: Template: REI-MC-5737 """^rice inc.com Tigard OR Chk By: Date: - Inputs: Typical Glass Guardrail Detail Ref. Sheet No: N:=4 (Number of Fasteners Effective atEnds) Analysis 1 A Np:=3 (Number of Fasteners in PDA/PROFIS) t:=0.75 in (WallThid<nesscfShce) V 4r' I STRUCTURAL GLASS ED H:=4.75 in (Height of Base) I BASE SHOE WI W:=2.88 in (WdthofBase) CLADDING w=37 in (Minimum Glass Lite Wdth) t' -;1 FINISH FLOOR Iv Cf:= 1 (Crushing Factor Required) Outputs: (From Previous Sheet) _ SHCS38X112 Vp=200 lb (Shear.Point Load) _ 3/8"-16 SOCKET HEAD CAP SCREW WITH WBAW38 WASHER Mp=7400 in•lb (Moment Point Load) ({ € ' SPACED 12" C.T.C. f Vw=50 lb (Shear.Wnd/Uniform Load) 1 ' i 4" X12" X346" THK. Mw= 1851 in•lb (Moment Wnd/Uniform Load) ( 1 1,40. STEEL TUBING S=12 in (Fastener Spacing) (BY OTHERS) Calculations: 1-3/8"(34 9 mmi Mtot1 Mp+Vp•H Mtot1 =8350 in-lb -•- Mtot2 Mw+Vw•H Mtot2=2089 in-lb 4.3;4" Anchors: d:=0.375 in n:= 16 tst:=0.188 in (120.65 remit Mtot1 T1 : N-W0.5-Cf Tig 1450 lb , vP V1 := V1 V1 =50 lb 2.7/8"(73.02 mm) Mtot2 Base Shoe A nalysis T2:= T2= 1451 lb W.0.5 Cf Check Worst Case Cell: V2:=Vw V2=50 lb Malic1 0.14in.9700psi.(0.75in-0.14in).min(w,h) in=30650in•lbf THREADS n-tst=3.01 SF:=3 Mallc2:=0.14in-9700psi-(0.75in-0.14in)•S•in=9941 in•lbf 3100-SF t treq0.29 in ttot 0.25+0.14=0.39 in req:= (0.85•d•100000) = tst Tall:=3100 Tall= 1997 lb treq See CRL 9BL Series AL Base Shoe Calculations 6063-T5 or 6063-T52 Aloy orBe tter Vail 2984 Vali=2984 lb ASD Reactions at Steel: I:_ max(V1,V2)12+;max(T1,T2�12 I=0.53 <1.0 Vail JI Tall JJ Mtot1 =8350 in•Ib Use 318-16 S.S.Cap Screws(a.12"O.C. Rx Vp=200 lb (300 Series S.S., Cond. CW,Fy=65 IM 3/16"Min. Thread Engagment into Steel NOTE:Design of Structural Steel is by Others Install W/Loctite to Prevent Back-out Using Reactions Provided Above. RIC 7 105 School Creek Trail Project Description: Job No: R19-09-281 n l Luxemburg,WI 54217 Engineer: KEP Sheet No: 1 A ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100 Date: 10/4/19 Rev: Template: REI-MC-5737 ^^^^ ce inc.com Tigard OR Chk By: Date: Typical Glass Guardrail Detail Ref. Sheet No: N:=4 (Number of Fasteners Effective at Ends) Analysis 1 B Np:=3 (Number of Fasteners in PDA/PROFS) t:=0.75 in (WallThickness afShce) STRUCTURAL GLASS H:=4.75 in (Height of Base) BASE SHOE WI W:=2.88 in (Width of Base) CLADDING w=37 in (Minimum Glass Lite Width) Cf:= 1 (Crushing Factor Required) ,A It FINISH FLOOR / 1 Outputs: (From Previous Sheet) 1 1 r Vp=200 lb (Shear.Point Load) Mp=7400 in•lb (Moment Point Load) rye. Y V BAX4 VW=50 lb (Shear:W ndNniform Load) •;�'.': ,r' 3/8" 4" CONCRETE Mw= 1851 in-lb (Moment Wndluniform Load) ;' . ' .. ANCHOR S= 12 in (Fastener Spacing) 3" MIN SPACED 12" C.T.C. Calculations: 1-arc°r34 s run Mtot1:=Mp+Vp•H Mtot1 =8350 in•lb r 2089 in•lb ,,,, Mtot2:=Mw+Vw H Mtot2= �; Anchors: 0.654-1' & (12t?. num M1 :=Mtot1•1.6 M1 = 13360 in-lb ,, :=Vp•1.6 V1 =320 lb r 2.7/8"(73:02 atm) - M2:=Mtot2.1.6 M2=3343 in•lb Base ShoeAnalvsis: V2:=Vw•1.6 V2=ao lb Check Worst Case Cell: Mallc1:=0.14in.9700psi•(0.75in—0.14in)•min(w,h).in=30650in•Ibf **SEE SHT 1C&1D FOR HILTI PROFIS DATA** Mallc2:=0.14in•9700psi.(0.75in—0.14in)•S•in=9941 in•lbf ttot 0.25+0.14=0.39 in Use 3/8"Dia.Hilti Kwik HUS-EZ As Drawn Zinc Plated Carbon Steel(Interior Application) See CRL 9BL Series AL Base Shoe Calculations Embedment:3-1/4"Min. 6063-T5 or 6063-T52 Aloy orBetter Edge Distance:3" 2nd Edge Distance:6" ASD Reactions at Concrete: Spacing:6"From Ends I 12"0.C. Min.Slab Thickness:5" Mtot1 =8350 in•lb Conc.Strength:fc=5,000 psi,N.Wt. (Per Reports) Rx:=Vp=200 lb **Install per Manufacturer's instructions** NOTE:Design of Concrete is by Others Using Reactions Provided Above. D 7 j'7 105 School Creek Trail Project Description: Job No: R19-09-281 CLuxemburg,WI 54217 Engineer: KEP Sheet No: 1 B ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100 Date: 10/4/19 Rev: Template: REI-MC-5737 "``"�ricc�inc.com Tigard OR Chk By: Date: Typical Glass Guardrail Detail Ref. Sheet No: Analysis 1 C • www.hiiti.us Prof is Anchor 2.8.4 1 Page: Company: Rice Engineering Project; Jaguar Land Rover Specifier: KEP Address: Sub-Project I Pos.No.: Tigard,OR Phone I Fax: 1 Date: 10117/2019 E-Mail: Specifier's comments:50 PLF Load Case .1 Input data r'''', 'igoat Ilia '1. ........ei • 4 Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(3114) he,-.-2,500 in.,h-br,=3.250 in. Effective embedment depth: Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 611120191 121112019 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I,,xl,,x t=2.900 in.x 12.000 in.x 0.500 in.:(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,5000,f'=5,000 psi;h..":.5.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,0,E.or F) no CM11100. 0 i i in.1/ 0 11 . 0.4 0.0.00011Pr ,..- -... - -' _ T."'.. M ,,.,,.....„`,.•'''''''' ‘ 44''4:14XIIPIIMININIIIMMEA:474;4444:•°•••,‘•:',''',•;•''::::',:''' - - \ 1111' -1•••'?';'11-13,!'":.:51e1Y,:ifdriit7: li::4: ,' 69 ,'",''' ',;-•,',14''''P:i:':.,„`C•',,4,0Vo'',;;;'-'443.140•% ,,,,,„,4ma,-..g,,izy,,,,,,- '1.•i, i'''''l';',.;::;:4C4-!-Ale.;;;;A_'F 'if,f-,4rjiit,4,'W''' '''i'ljItiteNitill,4101 ritiO'-' . '''''',i',441.•,,J44110,,AV••-,•:,.41-•:- . , ''''',1(,,,,,,,u4,1,,,,I,T:'1,,..••••-' , X ',L,:',.,:r,.. • • Project Description: Job No: R19-09-281 RICE 105 School Creek Trail Luxemburg,WI 54217 Engineer: KEP Sheet No: 1 C ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100 Date: 10/4/19 Rev: • wwrice-inc. Chk By: Date:com Tigard OR Template: REI-MC-5737 w Typical Glass Guardrail Detail Ref. Sheet No: Analysis 1 D www.hilti•us Profis Anchor 2.8.4 Company: Rice Engineering Page: 2 Specifier: KEP Project: Jaguar Land Rover Address: Sub-Project I Pos.No.: Tigard,OR Phone I Fax: I Date: 10/1712019 E-Mail: 2 Proof I Utilization (Governing Cases) Design values(lb] Utilization Loading Proof Load Capacity Pe/13v[%] Status Tension Concrete Breakout Strength 2.493 2.613 96/ OK Shear Concrete edge failure in direction x+ 80 1.611 -15 OK Loading Pe I3v Utilization pkv i%a] Status Combined tension and shear loads 0.954 0.050 1.0 84 OK 3 Warnings • Please consider all details and hints/wanmings given in the detailed report! Fastening meets the design criteria! 4 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,ansing from a culpable breach of duty by you. D ICE 105 School Creek Trail Project Description: Job No: R19-09-281 llL 1 Luxemburg,WI 54217 Engineer: KEP Sheet No: 1 D ENGINEERING Phone.(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100 Date: 10/4/19 Rev: Template: REI-MC-5737 www.rice inc.com Tigard OR Chk By: Date: - Typical Glass Guardrail Detail Ref. Sheet No: Analysis 1 E www.hiltlus Profis Anchor 2.8.4 Company: Rice Engineering Page: 1 Specifier: KEP Project: Jaguar Land Rover Address: Sub-Project I Pos.No.: Tigard,OR Phone I Fax: I Date: 10/17/2019 E-Mail: Specifier's comments:200 LB Load Case 1 Input data Anchor type and diameter: KWIC HUS-EZ(KH-EZ)3/8(3 1/4) Effective embedment depth: h�i=2.500 in.,h, =3.250 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 6/1/2019 112/1/2019 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I%x I,x t=2.900 in.x 48.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,5000,f,'=5,000 psi;h=5.000 in. Reinforcement: tension:condition 8,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no 414,*„woo'''. 4 ct. Tii.,, _e. 0 ,,,.....,:clik, x D T/�� 105 School Creek Trail Project Description: Job No: R19-09-281 1&I l Luxemburg,WI 54217 Engineer: KEP Sheet No: 1 E ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100 Date: 10/4/19 Rev: Template: REI-MC-5737 ^^ANdrice inc.com Tigard OR Chk By: Date: Typical Glass Guardrail Detail Ref. Sheet No: Analysis 1 F www.hlltl.us Profis Anchor 2.8.4 Company: Rice Engineering Page: 2 Specifier: KEP Project Jaguar Land Rover Address: Sub-Project I Pos.No.: Tigard,OR Phone I Fax: Date: 10/17/2019 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity l%] Status Tension Concrete Breakout Strength 9,964 10,452 961- OK Shear Concrete edge failure in direction y- 320 4.529 -/8 OK Loading �N c Utilization ON,w I%J Status Combined tension and shear loads 0.953 0.071 1.0 86 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 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 Huh 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. Project Description: Job No: R19-09-281 RICE 105 School Creek Trail Luxemburg,WI 54217 Engineer: KEP Sheet No: 1 F ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100 Date: 10/4/19 Rev: Template: REI-MC-5737 www.rice-inc.com Tigard OR Chk By: Date: Input Variables: Detail Ref. Sheet No: Railing Dimensions: Grab Rail Analysis 2 D:= 1.5 in Outside Diameter t:= 0.12 in Wall Thickness 1 300 Series S.S. D1:= D-2t= 1.26 in SPAp:= 48 in Bracket Spacing Railing Properties: Lb:= 48 in Unbraced Length A:= 0.257r.(D2-D12)=0.52 int Railing Loading: I:= 0.0156•a•(D4-D14)=0.125 in3 Wh:= 50 plf Horizontal Uniform Load S:= 0.0313 744-D14)•D 1 =0.167 in3 D Wv:= 0 plf Simultaneous Vert cd Load Z:= (D3-Di 316-1 =0.23 in 3 f P 200 lb Concentrated Load r:= 0.25•J D2 +Di 2=0.49 in Use CRL HRH15BS SS Grab Rail Railing Construction: 300 Series SS,Fy=30 ksi Min. ❑ Weldedwithin 1"of Maximum Moment Calculations: Allowable Stress Coefficients: Material Properties: D X1 =0 Fty=0 psi Rb:= 2— =0.75 in X2=0 E:= 110000000 if M1 <7 =29000000 X3=0 Fcy=0 psi 29000000 otherwise X4=0 Ftu=0 psi X5=0 wh:= 0.0833•Wh=4.17 pli F 30000 psi X6=0 YSTL wv:= 0.0833 Wv=0 pli X7=0 Rb Sr:= T=6.25 wh•SPAp2 My1 := 8 = 1200 in•Ib FbAL RX1 -X2f)•1000] if Sr<X3 =0 psi wv2SPAp RX4-X5• x)•1000] if X3 <Sr<X6 Mx1 := =0 in-lb • 8 X7 otherwise P•SPAp2 My2:_ =2400 in•Ib 4 Sr•r 1 + Sr)J l 35 Mx2:= My2 ( ) max M M 2 Fmin 1.17•Fcy 1.17•Fty 1.24•Ftu 0 psi fby:_ S y =14402 psi bAL2 := 1.65 ' 1.65 ' 1.95 max(Mx1 ,Mx2) fbx:_ = 14402 psi FySTL S FbSTL := 1.67 =17964 psi max('Mx12 +My1 2,My2) fbmax if M1 >_7 = 10476 psi Z Fp:= max(min(FbAL,FbAL2),FbSTL)=17964 psi max(f Mx12 +My1 2,My2) otherwise S (5.wvSPAp4 P•SPAp 31= Ay:= max 0.13 in 384•E•I 48•E•I 5•wh•SPAp4 P•SPAp3 Ax:= max =0.13 in 384•E•I 48•E•I SPAp Amax max(Ay,Ax)=0.13 in Aallow := =0.50 in per ASTM E985 96 RAIL:_ I"OK" if Amax Aallow A fbmax<Fb "FAILS" otherwise RAIL="OK" D ICE 105 School Creek Trail Project Description: Job No: R19-09-281 ltL 1. Luxemburg,WI 54217 Engineer: KEP Sheet No: 2 ENGINEERING Phone:(920)845-1042 Jaguar Land Rover- • Fax:(920)845-1048 Date: 10/4/19 Rev: www.rice-inc.com Tigard OR Template: REI-MC-5711 Chk By: Date: Grab Rail Bracket & Wall Detail Ref. Sheet No: Anchor Analysis 3 1 HRHI5HBS - 1 .5" O.D. HANDRAIL k 3" (. 120" WALL THICKNESS) Y Him ,i--------1, HR2DGBS �-` 3/8'x16 7" _.:11P \ 1 Bort tirr H L/II 1 3* IIIII (76.2mm) z Check Bracket Strength: P:= 200 lb Use(2)#10-32 SS Screws For Attaching Grab Rail Limiting factor for the bracket strength is the strength of 300 Series Stainless,Fr 65 ksi Min. the 1/2"diameter rod extension.Per CR Laurence published . calculations,allowable bending is limited to 879 in*lb. 2 1/4" 1 1/2" W:= 3 in H:= 3 in 2"MIN HAND RAIL THREAD d1:=max(W,H)=3 in ENGAGEMENT ----CRL HR2DWBS-NEWPORT SERIES Mr WALL MOUNTED HAND RAIL Mr:= PA =600 in•Ib Ibr:= 879 =0.683 <1"OKE BRACKET.BRUSHED STAINLESS. Check Hanger Bolts: lig MrPH CLIP�" � • —CRL HR2DWBS-NEWPORT SERIES Tb1 :_ =471 lb Tb2:_ +P=671 lb 085(1.5) 0.85.0.5) �111 ' WALL MOUNTED HAND RAIL BRACKET,BRUSHED STAINLESS. Vb:=P=200 lb III **SEE SHT 4 FOR LAG SCREW CAPACITY** II BLOCKING AS RECTO©EVERY BRACKET (NOT BY CRL)G.C.TO COORDINATE Use 03/8"SS Hanger Bolts,As Drawn WALL FRAMING AND SHEATHING Embedment.2"Min.Full Thread Engagement PER ARCH.DWGS.(NOT BY CRL) Edge Distance:1-12"(4D) End Distance:1-12"(4D) Spacing:4'-0"Max Between Brackets Wood Strength:Doug Fir-Larch(N)or Equal, SG=0.5 Min. Anchor Mate rial:304 Stan less Steel, 18-8,Fr 65 ksiMh. 1?T/� 105 School Creek Trail Project Description: Job No: R19-09-281 Illi. Luxemburg,WI 54217 Engineer: KEP Sheet No: 3 ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100 Date: 1 0/4/1 9 Rev: www.rice-inc.com Tigard OR Template: Chk By: Date: Dowel Type Fastener Capacity(NDS 2012) Detail Ref. Sheet No: ("LC" "Tension[Ibf]" "Shear[Ibf]" Hanger Bolt Capacity 4 "A" 671 10 is=0.25 Exact Thickness of Side Member[inches] • LOADS= "B" 471 200 tshim=0.125 ExactThickness ofShim Riches] "C" o o im =3 Exact Thickness of Main Member[nches] "D" 0 0 3/8 in Lag Screw(316 SS) Side Member(Metal) Main Member/Wood 1"Unthreaded Shank Dia.[in]" \ < D ( 0.38 \ 316 Stainless Douglas Fir-Lars "Selected Fastener" Fastener "3/8 in Lag Screw(316 SS)" Bearing Strength[psi] Specific Gravity t ' Fes=111900 G 0.5 "Fastener Type„ Type = „Lag„ .�...ti "Root Diameter of Screw[in]" Dr 0.27 (10)min -Wind/Earthquakes j i 'Bending Yield Strength[psi]" v Fyb V 65000 i CD= 1.6 load duration factor,10.3.2 PENETRATION Penetration intovood[inches] C IO_ _ M:= 1.0 vetservice factor,103.3 CA:= 1.0 geometry factor,11.5.1 P = p 2.125 Included Tapered Tip Ct:= 1.0 temperature factor,103.4 Ce := 1.0 end grain factor,11.5.2 _- (NOTE:NOT THREAD ENAGEMENT) g Cg:- 1.0 group action factor,103.6 Cdi:= 1.0 diaphragm factor,11.5.3 Calculations W1:= 2850•G2 D•(Type ="Woodscrew") +[1800•G(3-2).D(3-4)l.(Type ="Lag" )=304.97 W1=304.97 # J Lm:= min(p,lm)=2.13 Fern:= 16600•G1.84.(D<0.25) +[(6100.G 1.45) : �vD)�(D>_0.25)=3646.03 0=90 deg Angle of Load to Grain of Wood(dovnel Capacity) / KA:= 1 +0.25.(0:90)= 1.25 Re:= Fern _Fes=0.03 Rt:= Lm-Is=8.5 k1._ LV Re+2•Re2•(1 +Rt+Rt2) +Rt2.Re3-Re t1 +Rt)] (1 +Re)=0.14 KD:= 2.2.�Dr_<0.17) +�10•Dr+0.5)- 0.17 <Dr<_0.25)=0 ) k2:= -1 +1-2. 1 +Re) +[[2•Fyb•(1 +2.Re)•Dr2] : (3•Fem-Lrn2)]=0.5 Rd1 := KD.(Dr<_0.25 +4.0•KO•(0.25 <Dr<_ 1)=5 2. 1 + Rd2:= KD(Dr Dr0.25) +3.6•K8•(0.25 <Dr<_ 1)=4.5 k3:= -1 +J Re) +_2•Fyb•(2 +Re)•Dr2]:(3•Fem•Is2)]=8.51 Re Rd3:= KD(Dr<0.25) +3.2-K040.25 <Dr<_ 1)=4 ZIrn:_ (Dr•Lrn•Fern)_Rd1 =411 ZI5:= (DrIs•Fes):Rdl = 1483 ZII:= (ki-Drls'Fes)-Rd2=235 ZIllm := (k2•Dr'Lm'Fem)+[(1 +2Re)•Rd31=243 k3-Dr•ls-Fem Dr2 2•Fem•Fyb ZIlls= =252.96 ZIV'= Rd3 3 1 +Re -217.17 Z1 := min(Zim,ZIs,ZII,ZIIIm,ZIIIs,ZIV) (2 +Re)•Rd3 )• Z1 =217.17•#Z1 ->min(411,1483,235,243,253,217) Z':= Z1•CD-CM'Ct•Cg'CA•Ceg'Cdi =347.46.# All Shear AIL Withdrawal 2 2 W:= W1•CD•CM•Ct-Ceg'Pten =734.97.# Za(_a):_ (W-Z')_ W(cos(_a)) +Z'•(sin(_a)) 1 Z'=347.46 # W=734.97•# Results ("LC" "Shear[Ibf]" "V.all[Ibf]" "I.v[Ibf]" "Tension[Ibf]" "T.all[Ibf]" "Lt[IV)" "a[deg]" "Mag.[Ibf]" "All.Mag.[Ibf]" "I.mag." " "A" 10 347.46 0.03 671 734.97 0.91 89.15 671.07 734.79 0.91 DATA= "B" 200 347.46 0.58 471 734.97 0.64 66.99 511.7 627.98 0.81 "C" 0 347.46 0 0 734.97 0 0 0 347.46 0 "D" 0 347.46 0 0 734.97 0 0 0 347.46 0 / "LC" "INTERACTION" Fastener="3/8 in Lag Screw(316 SS)" Material="Douglas Fir-Larch" 1 G=0.5 ) "A" "0.91 <1.00 .'. PASS" - "Predrill Holes at 40%-70%D" SUMMARY = "B" "0.81 <1.00 PASS" Predrill Notes= ("min[in]" "max[in]" ) "C" "0<1.00 .'. PASS" 0.15 0.26 - "D" "0<1.00 .'. PASS" / Spacing="3 in.MIN" Edge Distance="0.94 in.MIN" End Distance="5.63 in.MIN" NOTE="Installer Shall Verify EXACTLY 1.75 inches of the THREADED Shaft(including Tip)of the Lag Bolt Is Engaged Into the Wood Substrate" D T!*� 105 School Creek Trail Project Description: Job No: R19-09-281 loll Luxemburg,WI 54217 Engineer: KEP Sheet No: 4 ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- . Fax:(920)617-1100 Date: 10/4/19 Rev: wwwnce-inc.com Tigard OR Template: REI-MC-7601 Chk By: Date: Detail Ref. Sheet No: AAMA Fastener Design Data z1 TABLE 20.9:Fastener Capacity STAP4L5SS STS-Ably Groups 1.2 and 3,Condition CW(1.29C Treads) hinrun t taterial Thickness(lbs) Marina! D A(R) to Equal Tensile Capaciy of Maio-rum Tensile Load(bs)for Fastener Pbnisal A(S) Thread Abowable Shear Mow able Bearing(bs) Fastener(it) Available 3(8'Rate Thickness Diameter Thread Tensile Root Abow able 118" 1/8` 1(8" 316' 3/8' 3/8" &Threads Ci peter Stress Area Area Tension Single Doable Steel Al rimun Akaresan Steel Akaniium Aluminum per hch (h) 1412) (42) (its) (he) (bs) A36 606315 6063-T6 A36 6063-15 6063-16 A36 6063-15 6063-16,.. 46-32 0.1380 0.0091 0.0078 303 150 300 900 253 345 0.1335 0.2538 0.1943 303 303 303 #8-32 0.1640 0.0140 0.0124 467 239 477 1,070 301 410 0.1733 0.3356 0.2466 467 467 467 #10-24 0.1900 0.0175 0.0151 584 292 583 1,240 348 475 0.1872 0.3410 02501 584 584 584 #12-24 02160 0.0242 0.0214 805 411 822 1,409 396 540 02269 >3/8' 0.3016 805 734 805 1)4-20 02500 0.0318 0.0280 1,061 538 1,076 1,631 458 625 0.2534 >318' 0.3373 1,061 865 1,061 5/16-18 0.3125 0.0524 0.0469 2,097 1,083 2,166 2,039 573 781 02867 >3/8" >3/8" 2097 1,303 1,776 3/8-16 0.3750 0.0775 0.0699 3,100 1,614 3,228 2,447 688 938 0.3181 >3l6" >3/8' 3,100 1,572 2,144 7/16-14 0.4375 0.1063 0.0961 4252 2,220 4,440 2,855 802 1,094 0.3442 >3/8" >3/8' 4,252 1,873 2554 12-13 0.5000 0-1419 0.1292 5,676 2,984 5,968 3,263 917 1,250 .378" >3/8' >3/' 5,642 2,140 2918 9/16-12 0.5625 0.1819 0.1664 7,278 3,842 7,685 3,670 1,031 1,406 >3/8" >318" >318" 6,444 2,444 3,333 5/8-11 0.6250 02260 02071 9,040 4,782 9,564 4.078 1,146 1.563 >3/8" >3/8" >3/8" 7,148 2,711 3,697 3/4-10 0.7500 0-3345 0.3091 11,372 6,022 12,045 4,894 1,375 1,875 >378" >3/8" >3t8" 8,612 3,266 4,454 7/8-9 0.8750 0.4617 0.4286 15,583 8,351 16,701 5,709 1.604 2,188 >318" >3/8" >318' 10,158 3,853 5,254 1-8 1.0000 0 5057 0.5630 20.444 10,970 21,940 6.525 11833 2500 >318" >303" >358- 11,696 4,437 6,050 STAPLES SIBL-A9oy Groups 1,2 and 3,Condition CW(Spaced Threads) '-=.M • `.* Ssininam Material Thickness(lbs) Nominal D A(R) to Equal Tensile Capacity of Maximum Tensile Load(bs)for Fastener Nominal K Thread Allowable Shear A.baw able (bs) Fastener(n) Available 3/8"Rate Thickness Diameter Thread Basic li sor Root Allowable 118' 1/8" 178` 318' 3/8' 3/8' &Threads Diameter Diameter Area Tension Site Double Steel Akxrnun Aluminum Steel Akanixam Akmixam per Inch (n) (a') fare) (las) (bs) (bs) A36 6063-15 6063-16 A36 6063-15 6063-T6 A36 606375 6063T6 #6-20 0.1380 0.0990 0.0077 257 148 296 900 253 345 0.1191 0.1695 0.1378 257 257 257 #8-18 0.1640 0:1160 0.0106 352 203 407 1,070 301 410 0.1437 0.1930 0.1567 352 352 352 #10-16 0.1900 0.1350 0.0143 477 275 551 1240 348 475 0.1528 0.2225 0.1805 477 477 477 #12-14 02160 0.1570 0.0194 645 373 745 1,409 396 540 0.1820 0.2610 02115 645 645 645 114-14 0.2500 0.1850 0.0269 896 517 1,035 1,631 458 625 0.2181 02994 0.2379 896 896 896 5116-12 03125 02360 0.0437 1,750 1,010 2,020 2,039 573 781 0.2839 >3/8" 02990 1,750 1.681 1,750 318-12 0.3750 0.2990 0.0702 2609 1,622 3243 2,447 688 938 >3)8' >3/8- >3/8' 2.773 2,017 2,751 Group 1,2,3-Gond.('.N 55518,'Dia. 13/4'Dia. For[larders<3/4" Effective Area(UNC Threads) eaaeve Area(Sexed Threads) F�04n.Litt/mate Tensile Strength) 100.000 psi 85,000 psi Fr=F,/SF A(R)=n(111.226925)'/4 A(R)=kK'/4 F-(Allow.Tenses Stress,Ce1/4') 33,333 psi Al'A psi Alas able Tension=F(A(S)1 A(S)=Tr(110.9743/6/'14 A(S)=xx'/4 F,(Abay.Tensile Stress.0>1)41 40000 psi 33,759 psi F=Fu/(SF x sq rt(3)) Fv(Abowable Shear Sirass;.05114') 19,245 psi PYA psi Allowabie Sage Shear.F,,IA(R)] F;(Atowable Shear S s;D.114'5 23.094 psi 19486 psi NOTE 11: 1.Values are taken from RISC,ASTM IFI,SAE and A.4 documents. K values for spaced threads are taken as the minimum values in IFI Fastener Handbook,6th Ed.2. Safety Factor used for fasteners with diameters 1/4"or less is 3.0,Safety Factor used for fasteners with diameters 5/16"or greater is 2.5. 3. Fasteners with diameters of 3/4"and greater are fabricated from different material than fasteners less than 3/4"in diameter. 4.For diameters of 3/4"and greater,Fp,=45,00 psi.For these,tensile and shear yields govern the allowable tension and shear values(Le.,0.75 F,<F,SF TABLE 20.3:Fastener Capacity SAE Grace 5 Steel for tkanxters up t)>>9/16'ttitaC Threads) 5019/A 449 Steel for Daneters'.a/8"and Over(INC Threads) Minimum Material Thickness(les) Nornnnl D AIR) to Equal Tensile Capacity of Maximum Tensile Load(lbs)for Fastener Nominal A(S) thread Allow able Shear Allow able Rearing(its) Fastener an Available 318"Plate Thinness Diameter Thread Tensile Root Allow elle 1/8" 1/8' 1/8' 1 3/8' 3/8' 318" &Threads Diameter Stress Area Area Tension Single Double Steel Aluminum Aluminum Steel Aluminum Aluminum per hch (n) (int) (12) (lbs) (ins) (bs) 536 6063-55 6063-16 A36 8063-15 8083-18 A36 6063-15 6063-36 46.32 0.1380 0.0091 0.0078 363 180 360 900 253 345 0.1602 03046 0.2268 363 363 363 48.32 0.1640 0.0140 0.0124 560 286 573 1,070 301 410 0.2079 >318" 0.2953 560 522 560 410.24 0.1900 0,0175 0,0151 701 350 700 1,240 348 475 02246 >3/5" 0,3001 701 543 701 412-24 0,3160 0,0242 0,0214 967 493 968 1,409 396 540 0,2694 >318' 0,3619 967 734 987 17420 0.2500 04318 0,0280 1273 646 1,291 1,631 458 625 02745 >358" >3/8" 1.273 865 1,179 5116-18 0,3125 0,0524 0:0489 2,517 1,299 2,599 2,039 573 781 0.3144 >3/8- >3/8" 2.517 1,303 1,776 3/8.15 0.3750 0,0775 0,0699 3,719 1,937 3,874 2,447 688 938 0,3518 >318' >318' 3,710 1,572 2,144 7/18-14 0.4375 0,1063 0.0961 5,103 2,664 5,328 2,855 802 1,094 >3/8" >3(9' >3/8' 4.937 1,873 2554 1/2-13 0.5000 0,1419 0.1292 6,811 3,581 7,162 3,263 917 1,250 >3/8' >3/8' "3/8' 5,642 2,140 2,918 9116-12 0,5635 0.1819 0.1864 8,733 4,811 9,222 3,670 1,031 1,406 >3/83 >3/8" >318' 6,444 2,444 3,333 5/8.11 0.6250 0.2260 0.2071 10,848 5,738 11,477 4,078 1,146 1,563 >3/8" .318' >3/8' 7,148 2,711 3,697 314-10 0.7500 0.3345 0.3091 16,054 8,565 17,130 4,894 1,375 1,875 >3/8" >318' >3/8" 8,612 3,266 4,454 718-9 0.9750 0.4617 0.4285 22,163 11,876 23,763 5,709 1.604 2,188 '-3/8" >38' >3/6' 10,158 3,853 5,254 1.8 1,0000 0,8067 0,5630 29,076 15,601 31.203 6,526 1,833 2,500 >3/8' >3/8' >3/8' 11.696 4,437 6.050 SAE Grade S(s 9716") 7ST3d15449(z 518") For Al narraters effective Area(INC Threads) Leucon Ares(spaced Threads) F„/Awle.Ultimate'rens/e Srongtt) 120,000 psi 120,000 PSI F,=F,/SF A(R)=n(0-1,225911$'/4 A (R}=rit'74 F7;Allow.Tensile Stress,0st/4'i 40,000 Psi PYA Alow able Tension=FLIA(S)1 A(S)=n(D-0,97434,0'/4 A(S) TWA F;/,Allow.Tmrel,Stress.D>1/4") 48.000 psi 48,030 Psi Fv=Fe/(SF x sq rt.(3)) ru(Allowably Shear Stress,Jct'43 23,094 psi WA Allowable SAgie Swed,=F44A(R)1 /Allowable Shear 6rrass'»114127713 psi 27,713 psi D ICE 105 School Creek Trail Project Description: Job No: R19-09-281 l�lC. Luxemburg,WI 54217 Engineer: KEP Sheet No: Z1 ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100 Date: 10/4/19 Rev: www.lice-inc.com Tigard OR Template: Chk By: Date: AAMA Fastener Design Data Detail Ref. Sheet No: Zi A 6063-16 TSA(I) Aluminum Thickness(Inches) D ( ) Thread Nominal Internal Thread Diameter Thread 0.060 0.072 0.080 0.094 0.125 0.156 0.188 0.250 0.312 0.375 &Thread Diameter Stripping Area Sq. Per Inch (Inch) In./Thread Allowable Pullout(Pounds) #8-32 0.1640 0.010270 83 100 132 155 206 273 341 474 592 712 #10-24 0.1900 0.016864 96 116 _ 153 180 239 324 413 584 729 876 #12-24 0.2160 0.019273 110 132 174 204 271 370 471 668 833 1001 1/4-20 0.2500 0.027234 127 152 201 236 314 431 552 786 981 1179 5/16-18 0.3125 0.037983 -- -- -- 354 471 648 831 1184 1478 1776 3/8-16 0.3750 0.051581 -- -- -- -- 565 780 1001 1429 1784 2144 7/16-14 0.4375 0.070205 -- -- -- -- 918 1185 1702 2125 2554 1/2-13 0.5000 0.086405 -- -- -- -- -- 1049 1354 1946 2428 2918 6063-T6 Fu(TensileUltimate Strength) 30000 psi Shading indicates transition region. F5(Tensile Yield Strength) 25000 psi NOTE 26: 1. Each table lists allowable pull-out(internal threads)values. SF=3.0 Jar 1).-:0.25":SF=2.5 fin-1).>0.3125". Fattener allowable strength(basic tension and external threads) needs to be checked separately 2. For pilot hole sizes refer to tables 21.!to 21.7 3. Fastener pullout not shown for aluminum thickness less titan approximately 2 threads,unless tested at a lesser thickness. 4. Multiple fastener connections and enthri0lenrent need to he checked separately. 6061-T6 TSA(I) Nominal D Internal Aluminum Thickness(Inches) Thread Nominal Thread Diameter Thread ,n 0.060 0.072 0.080 0.094 0.125 0.156 0.188 0.250 0.312 0.375 &Thread Diameter pp g Area Sq. Per Inch (Inch) In./Threa Allowable Pullout(Pounds) #8-32 0.1640 0.010270 117 140 185 217 288 366 446 601 750 901 #10-24 0.1900 0.016864 135 162 214 251 334 435 539 740 923 1110 #12-24 0.2160 0.019273 154 184 243 286 380 495 615 846 1055 1268 1/4-20 0.2500 0.027234 178 213 281 331 440 578 720 996 1243 1494 5/16-18 0.3125 0.037983 -- -- -- 496 660 868 1083 1500 1872 2250 3/8-16 0.3750 0.051581 -- -- -- -- 792 1044 1305 1811 2260 2716 7/16-14 0.4375 0.070205 -- -- -- -- -- 1229 1545 2156 2691 3235 1/2-13 0.5000 0.086405 -- -- -- -- -- 1405 1766 2464 3076 3697 6061-16 Fu(TensileUltimate Strength) 38000 psi Shading indicates transition region. FY(Tensile Yield Strength) 35000 psi RIC105 School Creek Trail Project Description: Job No: R19-09-281 l�L l Luxemburg,WI 54217 Engineer: KEP Sheet No: Z1 A ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100 Date: 10/4/19 Rev: • ww„v.rice-inc.com Tigard OR Template: Chk By: Date: Detail Ref. Sheet No: GANA Design Information Z2 47' I k . ASS ASSOCIATION Of NOUN AMERICA Glass Informational Bulletin GANA FGMD 05-1212 (2018) Physical and Mechanical Properties of Typical Soda Lime Float Glass Glass is a brittle material. It will act elastically until it fractures at ultimate load.That ultimate load will vary, depending upon the type and duration of the loads applied and the distribution, orientation and severity of the inhomogeneties and micro-flaws that exist in the surface of the glass. Because of this nature, glass cannot be engineered in the same way as other building envelope materials that have a predictable, specific strength. In those cases, factors can be (and are) assigned to help assure that breakage does not occur at the selected design load. Because the ultimate strength of glass does vary, its strength can best be described statistically. Architects and engineers who wish to specify a design factor for glass in buildings must choose the anticipated wind load,its duration and the probability of glass breakage(defined as x per 1000 lites of glass at the initial occurrence of the design load). The International Building Code(IBC) currently used in the United States references ASTM E 1 300,which commonly uses a conservative factor of K per 1000 for vertical glazing. Glass manufacturers can provide the appropriate data for determining the expected performance of their products. However, it remains the responsibility of the design professional to review these performance criteria and determine if they are suitable for the intended application. The following is a summary of the average physical and mechanical properties of soda lime float glass produced in North America. • Modulus of Elasticity (E) is the mathematical description of an object or substance's tendency to be deformed elastically (i.e., non-permanently) when a force is applied to it. The elastic modulus of an object is defined as the slope of its stress-strain curve in the elastic deformation region. Modulus of Elasticity for glass is— 10.4 x 106 psi(71.7 GPa) • Modulus of Rigidity(Shear)(G) is defined as the ratio of shear stress to the shear strain. 4.3 x 106 psi(29.6 GPa) RICE 105 School Creek Trail Luxemburg,WI 54217 Project Description: Job No: R19-09-281 Engineer: KEP Sheet No: Z2 ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100Date: 10/4/19 Rev: '.rice-inc.com Tigard OR Template: Chk By: Date: Detail Ref. Sheet No: GANA Design Information Z2 A • Poisson's Ratio (v) is the ratio, when a sample object is stretched. of the contraction (perpendicular to the applied load),to the extension(in the direction of the applied load). -0.22 • Coefficient of Linear Thermal Expansion(a)defines the change in the length of an object with a change in temperature.Specifically,it measures the fractional change in volume per degree change in temperature at a constant pressure. --4.6 x l0 strain per'F(8.3 x le strain per C) • Density(p)of a material is defined as its mass per unit volume 157 lb/113(2500 kg/m3) • Modulus of Rupture (MOR) (Flexurer is defined as a material's ability to resist deformation under load. Glass Type (mean) tdesien:8 in 1000)b Annealed Glass 6.000 psi(41 MPa) 2,800 psi(19 MPa) Heath Strengthened 12,000 psi(83 MPa) 5,600 psi(39 MPa) Glass Fully Tempered Glass 24,000 psi(166 MPa) 11,200 psi (77 MPa) note a-These are approximate values for short load durations(under I minute)for undamaged glass in four.sided support. note b-Probability of breakage-note that these values are for the surface of the glass(not the edge) and do not take into consideration area effects. • Hardness characterizes the scratch resistance of various minerals through the ability of a harder material to scratch a softer material Knoop's Scale-470-605kg/mm2 • Specific heat capacity(C)a measurable physical quantity that characterizes the amount of heat that is required to change an object's temperature by a given amount. 0.20-0.21 Btu/lb x°F(0.84-0.88 J/kg x K) • Thermal conductivity(k)is the rate at which heat flows through a material between points at different temperatures,measured in watts per meter per degree. -0.52-0.57 Btu/11r x ft x (0.9- 1.0W le ) CANA FGMD 05-1212 (2018) RICE 105 School Creek Trail Luxemburg,WI 54217 Project Description: Job No: R19-09-281 Engineer: KEP Sheet No: Z2 A ENGINEERING Phone:(920)617-1042 Jaguar Land Rover- Fax:(920)617-1100 Date: 10/4/19 Rev: www.rice-inc.com Tigard OR Template: Chk By: Date: FOR OFFICE USE ONLY-SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT Transmittal Letter TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.ti,gard-or.gov TO: iO C tE2 DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED OCT 2 2 2019 �. FROM: I iZ Z t S moi`4 ST - CITY OF TIGARD BUILDING DIVISION COMPANY: 'E1 -L,U CoA,/STY._Jc,T'o i PHONE: c33 . 2 . 44/25 By: RE: /0/ 2 1..)4S4 . SG/. Z� ? Zvi . - ex,/61-- (Site c>>G(Site Address) (Permit Num,• ""Sfi is vH tZ /7 R(JJQZ rc ?v(Z-11-#A . (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: I cription: Additional set(s)of plans. 'evisions: Cross section(s) and details. \I Wall bracing and/or lateral analysis. Floor/roof framing. V Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): —0�FC,2,2cam, S v 3 r- REMARKS: (7 L 1CM S C7( e_ l 4-t,)) S a- VA-L.0a l 000. Cav FOR OFFICENCY Routed to Permit Tec tan: ate: )0- 2 -- J Initials: Fees Due: Y No Fee Description: Amount ue: $ Li a-, $ $ $ Special Instructions: Reprint P-. it(per PE): [1] Yes ❑ Done Appliciii Notified: Date: (0 /2---,5/M Initials: 1:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012