NCBF-B-1 Specimen Design Calculation Sheet F1, Max 2, Max
TitleAuthorGeneralNCBF-B-1 Specimen Design Calculation SheetJiun-Wei LaiBuilding height Typical floor height F1, max 20029.17kipDatePageApril 22, 20131storiesftF2, max 400kipItemsF1 values200unitskipF2 400kiph1 10.17fth2 span h Mbase 19.33209.179767ftftftkip-ftPcolumn 488kipLbrace,1 14.26ft(work point to work point)Lbrace,2 21.77ft(work point to work point)Es 29000ksiCalculation InitializeItemsvaluesV1 600V2 400unitskipkip(beam span)(typical floor height, not use here)(estimated max.)Notes: input valueMaterialsMaterial TypeMembersFy (ksi) Fu (ksi)RyRtASTM A572Columns50651.11.2ASTM A572Beams50651.11.2ASTM A500BBraces46581.41.3(HSS-Square)ASTMA36Plates 136581.31.2A490Bolts130150E70XXWelds70Plates 2 ASTM A572 Gr.5050651.11.2Load Combinations1.0 DL 1.0 LL 1.0 E per UBC-1982 Section 2303(f)Basic Reference CodesAISC Specification for the Design, Fabrication and Erection of Structural Steel for Buildings (Nov 1, 1978)Uniform Building Code 1982AISC Manual of Steel Construction (December,1980)
Title Preliminary Demand-to-Capacity RatioAuthor Jiun-Wei LaiBrace global buckling (2F): 0.94Brace gross section yielding (2F): 0.73Brace global buckling (1F): 0.94Brace gross section yielding (1F): 0.76Brace net section failure (2F): 0.87Brace side block shear (2F): 0.54Brace to gusset plate weld (2F): 0.79Gusset plate block shear (2F): 0.31Whitmore section gross yield (2F): 0.35Brace net section failure (1F): 0.89Brace side block shear (1F): 0.65Brace to gusset plate weld (1F): 0.89Gusset plate block shear (1F): 0.45Whitmore section gross yield (1F): 0.51Beam (2F): 1.01 (considering max. axial force from actuator)Beam (1F): 0.54 (considering max. axial force from actuator)Column (2F): 0.21 (weak axis control)Column (1F): 0.35 (weak axis control)Center gusset plate to beam flange weld (2F): 0.64Center gusset plate base metal shear yielding (2F): 0.48Center gusset plate to beam, web crippling (2F): 0.37Center gusset plate to beam, web local yielding (2F): 0.28Center gusset plate to beam flange weld (1F): 0.63Center gusset plate base metal shear yielding (1F): 0.71Center gusset plate to beam, web crippling (1F): 0.60Center gusset plate to beam, web local yielding (1F): 0.45Corner gusset plate to beam flange weld (2F): 0.85Corner gusset plate to column flange weld (2F): 0.95Corner gusset plate base metal shear yielding, max (2F): 0.71Corner gusset plate to beam, web crippling (2F): 0.44Corner gusset plate to beam, web local yielding (2F): 0.34Corner gusset plate to column, web crippling (2F): 0.43Corner gusset plate to column, web local yielding (2F): 0.46Corner gusset plate to base plate weld (1F): 0.99Corner gusset plate to column flange weld (1F): 0.73Corner gusset plate base metal shear yielding, max (1F): 0.99Corner gusset plate to column, web crippling (1F): 0.49Corner gusset plate to column, web local yielding (1F): 0.50DateApril 22, 2013
NCBF-B-1 Specimen Design Calculation SheetJiun-Wei LaiTitleAuthor2F-BracePu 100.64kipLbrace 11.6ftk 1.0HSS6x6x3/16Try section2As 3.98in3Zx 8.63inb 6.00intnom 0.19inrx 2.37inry 2.37inFy (brace) 46ksi (compression)April 22, 20132DatePagesin( ) cos( ) 0.74rad0.67570.7372(HSS-Square)4Ix 22.30inIy h tdes 22.306.000.174inininEs 29000ksi200OK25.29ksi4Check CompressionkL/r Cc 58.56111.6-Fa 21.49ksi28.66Pa 114.05ksi(1/3 increase in allowable stress under seismic)kip(compression)(1 1/3) Fa Limit fa Check(AISC limit)OKCheck AISC Specification limit under compression, Sec 1.9.2.2 (1978)Limit 35.09-b/t 31.50OKh/t 31.50OKCheck TensionFt 27.60ksi(gross section yield)36.80Pa 146.46ksi(1/3 increase in allowable stress under seismic)kip(tension)(1 1/3) Ft CheckOK
NCBF-B-1 Specimen Design Calculation SheetJiun-Wei LaiTitleAuthor1F-BracePu 151.07kipLbrace 12.3ftk 1.0HSS7x7x1/4Try section2As 6.17in3Zx 15.50inb 7.00intnom 0.25inrx 2.75inry 2.75inFy (brace) 46ksi (compression)April 22, 20133DatePagesin( ) cos( ) 0.79rad0.71290.7012(HSS-Square)4Ix 46.50inIy h tdes 46.507.000.233inininEs 29000ksi200OK24.48ksiCheckOK4Check CompressionkL/r Cc 53.50111.6-Fa 22.21ksi29.62Pa 182.74kip(1 1/3) Fa Limit fa (AISC limit)ksi(compression)Check AISC Specification limit under compression, Sec 1.9.2.2 (1978)Limit 35.09-b/t 27.00OKh/t 27.00OKCheckOKCheck TensionFt 27.60ksi36.80Pa 227.06ksi(1 1/3) Ft kip(gross section yield)(tension)
Title NCBF-B-1 Specimen Design Calculation SheetAuthor Jiun-Wei Lai2FBrace to Gusset Plate ConnectionHSS6x6x3/16Brace(1.25 Pu)1.25 Pu 100.6kipFuAg 230.8(Full Capacity, Tu)kiptgusset 0.28in(estimated)tg 0.5in(use)DatePageFy 5065Check Brace Net Section0.850.22in2Anet 3.76in2Ae 3.20Ft 29.0in2ksi(4/3) Ft 38.7ksiPt 123.7kip-OKBrace Side Block Sheartbrace 0.174inLuse 12inAv 8.35Pa 193.8in2kipAt 0in2OKBrace to Gusset Plate WeldLweld weld FE70XX 12270inx 1/16 in (fillet weld)ksiFv 21ksiPa 118.8kipAv 12inAt 3.13Pa 447.4inkip(allowable shear stress for weld metal)OKGusset Plate Block Shear22Lwhitmore 19.86inPa 397.1kipOKWhitmore Effective Width(theoretical width)OKksi(gusset plate)Fu U Acut April 22, 20134(check gross yield)ksi
Title NCBF-B-1 Specimen Design Calculation SheetAuthor Jiun-Wei Lai1FBrace to Gusset Plate ConnectionHSS7x7x1/4Brace(1.25 Pu)1.25 Pu 151.1kipFuAg 357.9(Full Capacity, Tu)kiptgusset 0.36in(estimated)tg 0.5in(use)DatePageFy 5065Check Brace Net Section0.850.29in2Anet 5.88in2Ae 5.00Ft 29.0in2ksi(4/3) Ft 38.7ksiPt 193.2kip-OKBrace Side Block Sheartbrace 0.233inLuse 12inAv 11.18Pa 259.5in2kipAt 0in2OKBrace to Gusset Plate WeldLweld weld FE70XX 12370inx 1/16 in (fillet weld)ksiFv 21ksiPa 178.2kipAv 12inAt 3.69Pa 471.8inkip(allowable shear stress for weld metal)OKGusset Plate Block Shear22Lwhitmore 20.86inPa 417.1kipOKWhitmore Effective Width(theoretical width)OKksi(gusset plate)Fu U Acut April 22, 20135(check gross yield)ksi
Title NCBF-B-1 Specimen Design Calculation SheetAuthor Jiun-Wei LaiRoof Beam Design Check2FPu 400.0kipMu 13.3kip-ftDatePageApril 22, 20136(conservatively using the maximum actuator force)(assuming the braces do not existIx w14x5315.6in2541in4Iy 57.7rx 5.89ininry 1.92inFy f 9.19-Compact90.51-b/t d/tw 6.11 w 37.57CompactLc 7.22ftZx 87.1in3c Cw 1-J ho 1.9413.24in4inrts 2.22inBrace PT Cb TryAg 25404in63Sx 77.8Lr 21.16inftLb 10ftFb 54.154.128.5558.0938.2730.0 ksiksiksiksiMp 362.9kip-ftMb 194.5kip-ftkl/r Cc 31.3107.0-Fa 27.00ksiPa 421.2kipfa 25.6ksiLb / rT Fb fa / Fa 0.95fb / Fb 0.07Cm 0.60Fe' Check89.91.0145.2101.0 8.06intf 0.66ind tw 13.9in0.37in50ksik (kl/r)b ksiNGbf 40.72
Title NCBF-B-1 Specimen Design Calculation SheetAuthor Jiun-Wei LaiLower Beam Design Check1FPu 200.0kipMu 18.4kip-ftDatePageApril 22, 20137(conservatively using the maximum actuator force)(assuming the braces do not existIx w14x5315.6in2541in4Iy 57.7rx 5.89ininry 1.92inFy f 9.19-Compact90.51-b/t d/tw 6.11 w 37.57CompactLc 7.22ftZx 87.1in3c Cw 1-J ho 1.9413.24in4inrts 2.22inBrace PT Cb TryAg 25404in63Sx 77.8Lr 21.16inftLb 10ftFb 54.154.128.5558.0938.2730.0 ksiksiksiksiMp 362.9kip-ftMb 194.5kip-ftkl/r Cc 31.3107.0-Fa 27.00ksiPa 421.2kipfa 12.8ksiLb / rT Fb fa / Fa 0.47fb / Fb 0.09Cm 0.60Fe' Check89.90.5445.2101.0 8.06intf 0.66ind tw 13.9in0.37in50ksik (kl/r)b ksiOKbf 40.72
Title NCBF-B-1 Specimen Design Calculation SheetAuthor Jiun-Wei LaiColumn Design Check2FDatePagePu 85.4kip(revised from structural analysis)Mu 9.7kip-ft(revised from structural analysis)Lcolumn 9.17ftTryAg w10x54215.8inbf 10inIx 3034tf 0.615inIy 103410.1inrx 4.37inind tw 0.37inry 2.56inFy 50ksi-b/t 8.13Compactd/tw Zx 23.97Compact66.6inJ ho 1.829.49ininrts 2.85ink 1.0-in p1 13.44 p2 35.78-Lp 9.04ftc Cw 1-2320in6in3Sx 60kl/r 42.97Cc 107.00Fa 25.41ksiPa 401.46kipf a / Fa Check0.210.21-OK34April 22, 20138
Title NCBF-B-1 Specimen Design Calculation SheetAuthor Jiun-Wei LaiColumn Design Check1FDatePagePu 138.3kip(revised from structural analysis)Mu 38.8kip-ft(revised from structural analysis)Lcolumn 10.17ftTryAg w10x54215.8inbf 10inIx 3034tf 0.615inIy 103410.1inrx 4.37inind tw 0.37inry 2.56inFy 50ksi-b/t 8.13Compactd/tw Zx 23.97Compact66.6inJ ho 1.829.49ininrts 2.85ink 1.0-in p1 13.44 p2 35.78-Lp 9.04ftc Cw 1-2320in6in3Sx 60kl/r 47.66Cc 107.00Fa 24.71ksiPa 390.45kipf a / Fa Check0.350.35-OK34April 22, 20139
Title NCBF-B-1 Specimen Design Calculation SheetAuthor Jiun-Wei LaiBeam-Column Connection2FDatePageTypeH V M Bolted60.56.60.0kipkipkip-ftRu 60.90kipTry db 0.75inFu 150ksiAb 0.442Fnv 75ksiNb 4Rn 132.53 b 0.75April 22, 201310(revised from structural analysis)inbolts(in one row)kip(bolt shear)-(threads excluded)Lc ex 2inLc in 2.5in bRn 99.40kipLc1 1.59in(edge clear distance)Rn1 67.50kipLc2 1.69t 0.50Rn 472.50 b 0.75ininkip(clear distance)(shear tab thickness)(combined bolt bearing)Rn2 135.00kip bRn 354.38kipOKOK-Ltab 11.5inAs, tab 5.75wtab 4.5inFy, tab Fv, tab (shear tab)ksiWeldFexx Fillet70Fw 42w Lweld side 3ksix 1/1611.52insidesinch2Rn 335.28Pnt 287.50kip50inksi30.0ksiPnv 172.50OKkipRn 128.06 b 0.75 bRn 96.04kipkipOKkip
Title NCBF-B-1 Specimen Design Calculation SheetAuthor Jiun-Wei LaiBraces to Beam Connection2FHSS6x6x3/16BracesT 100.6kipsin( ) 0.676C 100.6kipcos( ) 0.737Shear 148.4kiptgusset L fv 0.543.56.8ininksiFv CheckFy, gusset 20.0OK50ksi(base metal)ksiDatePageApril 22, 201311Gusset Plate to Beam FlangeWeldFE70XX Fillet70ksiFv w Lweld side teff 21443.520.177ksix 1/16insidesinPa 322.9kip0.5OKf v / Fv inchCheck Beam Webwidth R N 43.568.021.75inkipinBeamd tf 13.90.66w14x53inintw Fy, web 0.3750Ra kdes 1.25ininksi259.2(web crippling)kipOKRa 341.9(web local yielding)kipOK
Title NCBF-B-1 Specimen Design Calculation SheetAuthor Jiun-Wei LaiBraces to Beam Connection1FHSS7x7x1/4BracesT 151.1kipsin( ) 0.713C 151.1kipcos( ) 0.701Shear 211.9kiptgusset L fv 0.54210.1ininksiFv CheckFy, gusset 20.0OK50ksi(base metal)ksiDatePageApril 22, 201312Gusset Plate to Beam FlangeWeldFE70XX Fillet70ksiFv w Lweld side teff 2164220.265ksix 1/16insidesinPa 467.7kip0.5OKf v / Fv inchCheck Beam Webwidth R N 42107.721inkipinBeamd tf 13.90.66w14x53inintw Fy, web Ra kdes 1.25in0.3750253.3(web crippling)Ra 332.7(web local yielding)inksikipOKkipOK
Title NCBF-B-1 Specimen Design Calculation SheetAuthor Jiun-Wei LaiBraces to Beam-Column Connection2FHSS6x6x3/16BracesT 100.6kipsin( ) 0.676C 100.6kipcos( ) 0.737H V tgusset HorizontalLh 74.268.00.516.5fv 9.0Fv CheckFy, gusset 20.0OK50WeldFE70XX Fillet70ksiFv w Lweld, h side teff 21416.520.177ksix 1/16insidesinPa 122.5kipPa 0.6OKf v / Fv DatePageApril 22, 201313kipkipininVerticalLv 13.5inksifv 10.1ksiksi(base metal)ksiFv 20.0OKksiGusset Plate to Beam Flangef v / Fv inchLweld, v 14100.2kip0.7OKinCheck Beam Webwidth R 16.568.0inkipN 16.5inBeamd tf 13.9w14x53in0.66intw Fy, web 0.37in50ksiRa kdes 1.25217.7(web crippling)Ra 277.8(web local yielding)inkipOKkipOKCheck Column Webwidth R 13.574.2inkipN 13.5inkdes 1.12inColumnd tf 10.1w10x54in0.615intw Fy, web 0.37in50ksiRa 241.9(web crippling)Ra 233.2(web local yielding)kipOKkipOK
Title NCBF-B-1 Specimen Design Calculation SheetAuthor Jiun-Wei LaiBraces to Beam-Column Connection1FHSS7x7x1/4BracesT 151.1kipsin( ) 0.713C 151.1kipcos( ) 0.701H V tgusset HorizontalLh 105.9107.70.513.5fv 15.7Fv CheckFy, gusset 20.0OK50WeldFE70XX Fillet70ksiFv w Lweld, h side teff 21613.520.265ksix 1/16insidesinPa 150.3kipPa 0.7OKf v / Fv DatePageApril 22, 201314kipkipininVerticalLv 18.5inksifv 11.6ksiksi(base metal)ksiFv 20.0OKksiGusset Plate to Beam Flangef v / Fv inchLweld, v 19206.0kip0.5OKinCheck Beam Webwidth R 13.5107.7inkipN 13.5inBeamd tf 13.9w14x53in0.66intw Fy, web 0.37in50ksiRa kdes 1.25194.0(web crippling)Ra 241.1(web local yielding)inkipOKkipOKCheck Column Webwidth R 18.5105.9inkipN 18.5inkdes 1.12inColumnd tf 10.1w10x54in0.615intw Fy, web 0.37in50ksiRa 300.3(web crippling)Ra 294.3(web local yielding)kipOKkipOK
Title NCBF-B-1 Specimen Design Calculation SheetDateAuthor Jiun-Wei LaiPageColumn Base Plate Design Check1Fw10x54ColumnZx 66.6in3L 122.00inV Fy 50ksi54.59kipMpMp 3330kip-inPu 221.3kipMu 745.0kip-inN B e ecr Y q m fp itp, req use 1.011.13inind bf 10.1in10infp, max 36ksiqmax 720kip/inApril 22, 201315(Small Moment)OKeq 3.3.14a (LRFD)All-thread-rodsTypedbolt Fu ASTM A193 B71.125in125ksiFy 105ksiFnt 93.75ksiFnv 50ksiAb Rn 0.990.7569.89in2kip(tension) Rn 37.28kip(shear)FPT 86.98kip(minimum required pretension)Vu 54.59kip(very conservative assumption)Mu 3330kip-in(very conservative assumption)Pu SF 4500.352kip-NV 4boltsNM 5bolts(for bending)NT 6bolts(for uplifting)Nreq, total use 1520boltsbolts(very conservative assumption)(class A surface)(safety factor for not having enough bolt pretension force)(for friction shear)
NCBF‐B‐2 CFT Brace DesignSection:HSS7X7X1/4Author: Barbara SimpsonL PROPERTIES:Coupon Test:As Is b t Fy Es b/t rx Steel:6.1746.570.2551.729000272.75144.4in.1st storyin2in4in.in.ksiksiin3CONCRETE‐FILLED SECTIONCOMPOSITE AXIAL STRENGTHLOCAL BUCKLING / SEISMIC COMPACTNESS:b/t 2735.2 1.4 (E/Fy) Fy 46ksiFILLED COMPOSITE MEMBERS:As/Ac 0.15 0.1okin. b (Fy/(3Es))) t 0.250.17If compact:Pno Pp 398.0kipsPe 798.8Pp 398.0kipsK 1.00.85C2 Pno/Pe Pn φPn 0.50323.1242.3kipskipsφ 0.75STEEL TENSION STRENGTHTn 319.0φTn 287.1kipskipsφ 0.9Tc FrAc HOLLOW STEEL SECTIONBrace Slenderness:k kL/r 14.9 Ac Ic d4/12 B Concrete:42.3148.86.5f'c Ec 57 (f'c) fr 7.5 (f'c) n Es/Ec 2.22673.50.35210.8L in.kipsokEIeff 1688477.40.85C3 λ (Pe/Pp) 0.712.25144.4 200Available Compressive Strength:Overall Buckling:φ 0.9Fe 103.8Fcr 42.0Pn Fcr*A 259φPn 233ksiksikipskipsAvailable Tension Strength:Gross Tensile Yielding:φ 0.9Tn FyAg 319φTn 287kipskipsksiksiksicompactActual: 367 to 393 kipskips1.052.5in2in4in.in. 12.0λ kl/r (Fy/(π2E)) okFy E ft51.729000ksiksiFy/Fe 2.25kl/r 4.71 (E/Fy)inelastic buckling0.71
NCBF‐B‐2 CFT Brace DesignSection:HSS6X6X3/16Author: Barbara SimpsonL PROPERTIES:Coupon Test:As Is b t Fy Es b/t rx Steel:3.9822.360.187546.82900031.52.37132.8in.2nd storyin2in4in.in.ksiksiin3CONCRETE‐FILLED SECTIONCOMPOSITE AXIAL STRENGTHLOCAL BUCKLING / SEISMIC COMPACTNESS:b/t 31.535.2 1.4 (E/Fy) Fy 46ksiFILLED COMPOSITE MEMBERS:As/Ac 0.13 0.1okin. b (Fy/(3Es))) t 0.190.14If compact:Pno Pp 245.4kipsPe 465.1Pp 245.4kipsK 1.00.85C2 Pno/Pe Pn φPn 0.53196.8147.6kipskipsφ 0.75STEEL TENSION STRENGTHTn 186.3φTn 167.6kipskipsφ 0.9Tc FrAc HOLLOW STEEL SECTIONBrace Slenderness:k kL/r 11.1Concrete:31.683.45.625f'c Ec 57 (f'c) fr 7.5 (f'c) n Es/Ec 2.22673.50.35210.8in. 200Available Compressive Strength:Overall Buckling:φ 0.9Fe 91.2Fcr 41.3Pn Fcr*A 164φPn 148ksiksikipskipsAvailable Tension Strength:Gross Tensile Yielding:φ 0.9Tn FyAg 209φTn 188kipskipsin. 11.1kipsEIeff 830371.070.82C3 λ (Pe/Pp) 0.73Fy E ftλ kl/r (Fy/(π2E)) ok52.529000ksiksiFy/Fe 2.25kl/r 4.71 (E/Fy)ksiksiksiok2.25132.8in2in4in.compactkipsL 1.056.0 Ac Ic d4/12 B inelastic bucklingActual: 161 to 187 kips0.76
NCBF‐B‐3SB Sample Design CalculationsAuthor: Barbara SimpsonGeometry:Approximate Axial Forces (Assuming simple connections):B 120.0in.H1 122.0in.Mode 1: 1.0F, 0.5FF 400kipsRoof ForceH2 110.0in.0.5F 200kips1st Floor ForceEB2Definitions:P2 542.6kipsEB1 Length:171.1in.1st story Elastic BraceP1 170.7kipsEB1EB2 162.8in.2nd story Elastic BraceP3 685.0kipsBRB1BRB1 171.1in.1st story BRBPc,y‐y 366.7kipsy‐y ColumnBRB2 0.0in.2nd story BRB300300kipskipsRoof Force1st Floor ForceP2 407.0kipsEB2P1 234.9kipsEB1P3 620.7kipsBRB1Pc,y‐y 275.0kipsy‐y ColumnMode 2: 0.75F, 0.75FLambda Configuration ‐ Prototype Building (Oakland Site)Location: 37.837 N, 122.263 W0.75F 0.75F Max Load to BRB from Collectors, Foundation, etc. (Actuators)Fmax 400No. of Frames:kips4Estimate of Base Shear, Vb, from ASCE7‐10 and ASCE41‐13Vb(LS) 5985kips(BSE‐1E)DesignVb(CP) 8978kips(BSE‐2E)MaxVb(7) 4879kips(ASCE7‐10)YieldMode 3: 1.25F, 0.25F5985.356991.25F 250kipsRoof Force0.25F 100kips1st Floor ForceEstimated BRB Requirements:m(LS) 5.6P3(LS) 305kips (LS)P2 339.1kipsEB2m(CP) 7.5P3(CP) 342kips (CP)P1 88.8kipsEB1R 7P3(7) 199kips (ASCE7)P3 410.3kipsBRB1k 1Pc,y‐y 229.2kipsy‐y ColumnBRB Capacity:Max Axial Force from Modes 1 thru 3:Py,LB 199.5kips P3(7)okP2 542.6kipsTmax 327.2kips P3(LS)okP1 234.9kipsCmax 357.1kips P3(LS)okP3 685.0kipsPc 366.7kipsPb 400kipsHand Calculation: Collapse Analysis1.1(Design Forces)Cap,BRB 550Pinned Beam‐Col CnxnF λ100 372kipsλ 3.720.5F 186kipsF/400 0.93kips 660Vb 558.4kipsokFixed Beam‐Col CnxnF λ100 423kipsλ 4.230.5F 212kipsF/400 0.62kips 660Vb 635.0Predicted Base Shear:558.4kips Vb kips635.0okkips
Max Forces from Collapse Analysis:BRB115Pmax550550kipsTmax500500kipsEB1(1st 8kipsTmax399459kipsBeam1Pmax11675192(2nd hinge at 1st floor beam ‐ �xx15(3rd hinge at base of strong axis in36kips(4th hinge at base of weak axis �inM3001722Vmax7kip‐inkips
NCBF‐B‐3SB ‐ Inelastic Brace ‐ 1st StoryAuthor: Barbara SimpsonDesign of BRB1Pu 550.0kipsH1 122in.Tu 550.0kipsB 120in.Ly 75.6L 171.1in.Fy,min 39.9Fy,max 46ksiω 1.64ksiβ 1.09βω 1.79in.MaterialRy 1.1var. 4ksiPreliminary Selection of Brace AreaAsc Pu/Cmax 6.07in 2Cmax βωRyPysc 90.6*AscChoose:Asc 5.00in 2Py,LB 199.5kipsKF 1.71Siffness Factor:Brace Capacity:Tmax ωPy,LB 327.2kipsCmax βωPy,LB 357.1kipsΔy δy/cosθ 1st Story Drift:0.17in. 0.14Py,E FyAsc 230.0kipsLS 10Δy 1.71in. 1.40%δy Py,E*Ly/(AE) 0.12in. CP 13.3Δy 2.27in. 1.86%Tdes ωPy,E 377.2kipsRoof Drift:Cdes βωPy,E 411.7kipsΔy Rδy(1) 0.33in. 0.14%LS 10Δy 3.25in. 1.40%CP 13.3Δy 4.33in. 1.86%R Inelastic Interstory DriftInelastic Drit:δy' Cd*δy/I 0.60Cd 5.0I 1.01% Roof Drift 2.32in.δy' 1.63in.75.6in.in.Design Drift:δy'(max) 1.63in.Yield Length:Ly Inelastic DeformationStrain @ 2δy'ε 2δy'/Ly 4.3 2.5%ng2.1 2.5%okStrain @ CPε 13.3δy/Ly %1.9
NCBF‐B‐3SB ‐ Elastic Brace ‐ 1st StoryAuthor: Barbara SimpsonDesign for elastic brace (EB1): SquareHSS6X6X1/2Shape:A 9.74I 48.3W 35.24plfJ 81.1b/t 9.9L 171.1in.0.9L 154.0λ:hdin.Maximum Load from all modal combinations:Pu 234.9kipsΩPu 258.4kipskipsΩ 1.1* Assuming Mode 2: 0.75F, 0.75FTu 234.9ΩTu 258.4Mu 0.0kip‐in.ΩMu 0.0kip‐in.Fy 46ksil 154.0Ry 1.4ksik 1.0kipsMaterialin.r 2.23kl/r 69.1DCR: Assuming 0.9LTn 448.0kips0.58okPn 325.1kips0.80okP‐M:0.80okMn 910.8kip‐in.0.00okT‐M:0.58okExpected Capacity:TE 627.3kipsPE 400.3kipsInteraction:in3
NCBF‐B‐3SB ‐ Elastic Brace ‐ 2nd StoryAuthor: Barbara SimpsonDesign for elastic brace (EB2): SquareHSS8X8X5/8Shape:A 16.4I 146.0W 59.32plfJ 244.0b/t 10.8L 162.8in.0.9L 146.5in.λ:hdin.r 2.99kl/r 49.0Maximum Load from Plastic Analysis:Pu 497.7kipsΩPu 547.5kipskipsΩ 1.1Tu 458.7ΩTu 504.6Mu 0.0kip‐in.ΩMu 0.0kip‐in.Fy 46ksil 146.5Ry 1.4ksik 1.0kipsMaterialDCR: Assuming 0.9LTn 754.4kips0.67okPn 641.9kips0.85okP‐M:0.85okMn 2056.2kip‐in.0.00okT‐M:0.67okExpected Capacity:TE 1056.2kipsPE 842.4kipsInteraction:in3
NCBF‐B‐3SB ‐ ColumnAuthor: Barbara SimpsonDesign for Column (strong axis bending)W10X54Shape:J 1.82A 15.8W 54plfbf 10in.d 10.1in 2in.L 122.0in.tf 0.62in.tw 0.37in.Maximum Modal Load:Ω 1.1Pu 47.1b/2tf 8.15kipsΩPu 51.8kipsTu 47.1kipsΩTu 51.8kipsVu,x 19.4kipsΩVu,x 21.4kipsMu,x 521.0kip‐in.ΩMu,x 573.1kip‐in.h/tw 21.2Ca Fy 50ksi1.1ksiDCR:Tn 790.0kips0.07okInteraction:Pn 690.6kips0.08okP‐M,x:0.21okVn,x 112.1kips0.19okT‐M,x:0.24okMn,x 3330.0kip‐in.0.17okExpected Capacity:MpE,x 3663.0kip‐in.PE 749.5kips7.2ng9.2ok λhd 54.4ok λmd 69.8ok0.08MaterialRy λhd λmd
NCBF‐B‐3SB ‐ Elastic ColumnAuthor: Barbara SimpsonDesign for Elastic Column (weak axis bending)W10X54Shape:J 1.82A 15.8W 54plfbf 10in.d 10.1in 2in.L 122.0in.tf 0.615in.tw 0.37in.Maximum Modal Load:Ω 1.1Pu 281.1b/2tf 8.15kipsΩPu 309.2kipsTu 307.7kipsΩTu 338.4kipsVu,y 19.4kipsΩVu,y 21.4kipsMu,y 300.5kip‐in.ΩMu,y 330.5kip‐in.h/tw 21.2Ca Fy 50ksi1.1ksiDCR:Tn 790.0kips0.43okInteraction:Pn 690.6kips0.45okP‐M,y:0.64okVn,y 369.0kips0.06okT‐M,y:0.64okMn,y 1565.0kip‐in.0.21okExpected Capacity:MpE,x 3663.0kip‐in.MpE,y 1721.5kip‐in.PE 749.5kips7.2ng9.2ok λhd 35.9ok λmd 35.9ok0.50MaterialRy λhd λmd
NCBF‐B‐3SB ‐ Elastic BeamAuthor: Barbara SimpsonDesign for Elastic Beam (EB) ‐ 1st floorShape:A 15.6in 2d 13.9W 53plftf 0.66in.tw 0.37in.L 240.0in.kdet 11/2in.bf 8.06in 2k1 1in.h0 13.2in.in 4Zx 87.1in 3J 1.94W14X53Ix 541in.Maximum Modal Load:Ω 1.1Pu 191.6kipsb/2tf ΩPu 210.8kips6.11h/tw Tu 176.9kipsΩTu 194.6kipsMu,x 726.1kip‐in.Vu,x 39.9kips30.9 λhd 7.2 λmd 9.2ok λhd 35.9ok λmd 35.9okCa ok0.34MaterialFy 50ksiRy 1.1ksi84.0in.EBF Link Design:Pr/Pc e 0.7L/2 0.00* conservative(Approximate length of link)Shear Yielding:Alw 4.7in 2Vp 139.6kipsFlexural Yielding:Flexural Yielding ControlsVp 1.5Mp/e Mp 77.8kips4355.0Vn kip‐in.1.25RyVn Ωv 1.25RyVn/Vu ΩvMu,x 77.8kips106.93kips2.71944.7kip‐in.DCR:Tn 780.0kips0.25okInteraction:Pn 618.9kips0.34okP‐M,x:0.74okVn,x 154.29kips0.69okT‐M,x:0.70okMn,x 4355kip‐in.0.45okd 13.9in.k 1.25in.Expected Capacity:Mp,E 4790.5kip‐in.PE 659.6kipsConcentrated Forces:N 48Web Local Yielding:Web Crippling:d/2 N/d 3.456.95Rn 1003.6kips dRn 942.1kipsApplied d/2 from endRn 945.8kips dRn 591.3kipsApplied d/2 from endφ 1.0φ 0.75
NCBF‐B‐3SB ‐ BeamAuthor: Barbara SimpsonDesign for B ‐ 2nd FloorShape:A 15.6in 2d 13.9W 53plftf 0.66in.tw 0.37in.L 240.0in.kdet 11/2in.bf 8.06in 2k1 1in.h0 13.2in.in 4Zx 87.1in 3J 1.94W14X53Ix 541in.Maximum Modal Load:Ω 1.1Pu 355.0b/2tf h/tw Tu 384.06.11kips30.9kips λhd 7.2 λmd 9.2ok λhd 35.9ok λmd 35.9okCa Mu,x 1722.0Vu,x 7.2ok0.57kip‐in.kipsMaterialFy 50ksiRy 1.1ksiDCR:Tn 780.0kips0.49okInteraction:Pn 618.9kips0.57okP‐M,x:0.93okVn,x 154.29kips0.05okT‐M,x:0.89okMn,x 4355kip‐in.0.40okd 13.9in.k 1.25in.Expected Capacity:Mp,E 4790.5kip‐in.PE 659.6kipsConcentrated Forces:N 24Web Local Yielding:Web Crippling:d/2 N/d 1.736.95Rn 559.6kips dRn 559.1kipsApplied d/2 from endRn 501.8kips dRn 336.0kipsApplied d/2 from endφ 1.0φ 0.75
Corner gusset plate to beam, web local yielding (2F): 0.34 Corner gusset plate to column, web crippling (2F): 0.43 Corner gusset plate to column, web local yielding (2F): 0.46 Corner gusset plate to base plate weld (1F): 0.99 Corner gusset plate to column flange weld (1F): 0.73 Corner gusset
Specimen Collection Container CytoLyt Solution Biohazard Safety Bag Specimen Collection: 1. Label specimen container with 2 patient identifiers 2. Collect specimen on brush. 3. Cut off brush end and immediately submerge brush in CytoLyt to avoid air-drying effects Specimen Handling: Room temperature if specimen is delivered upon .
4 ASTM D 4255 Two-Rail Shear Test 4 5 ASTM D 4255 Three-Rail Shear Test 5 6 Iosipescu (V-Notched) Shear Test Fixture and Specimen 6 7 Compact Shear Test Fixture and Specimen 6 8 Orientation of Finite Element Model 8 9 Initial Rectangular Specimen Investigated 10 10 Initial Trapezoidal Specimen Investigated 10 11 Standard Tab Specimen Configuration 12 12 Extended Tab Specimen Configuration 12 .
4 HOW TO SEND A SPECIMEN TO TOPA: -Use TOPA requisition.-Place specimen in proper fixative.-Label specimen bottle with two patient identifiers, i.e., name and date of birth.Also include specimen source, physician name & collection date. -Call TOPA courier for pick up at (805) 373-8582.If you are already on the TOPA courier's daily route, place specimen in your designated pick-up
Specimen Collection Manual Page 4 of 35 HOW TO SEND A SPECIMEN TO LBM: - Use LBM requisition. - Place specimen in proper fixative. - Label specimen bottle with two patient's identifiers, i.e., name and date of birth. Also include specimen source, physician name & collection date. - Call LBM Client Services courier for pick up at (562) 989-5858 If you are already on the LBM courier's daily .
CAPE Logistics and Supply Chain Syllabus Extract 4 CAPE Logistics and Supply Chain Syllabus 5 CAPE Logistics and Supply Chain Specimen Papers and Mark Schemes/Keys Unit 1, Paper 01 Specimen Paper 55 Unit 1, Paper 02 Specimen Paper 66 Unit 1, Paper 032 Specimen Paper 92 Unit 2, Paper 01 Specimen Paper 110
Tensile Test . The tensile strength was determined by a static tension test in accordance with ASTM D3039. Tensile test specimen (a) (b) (c) The experimental work of the specimen tested (a) specimen before testing (b) yield starts in the specimen (c) specimen breaks after reaching breaking point
The specimen label is the most significant part of the specimen. Without a label or with poor/inaccurate label information a specimen is rendered useless as a scientific or historical artifact. A future researcher should be able to use a specimen label to connect the specimen to the place and time of its
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