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BLD2021-00216-07A- STRCUTUAL CALCULATIONS
Johnson Custom Pier Structural Calculations Prepared for: Mr. and Mrs. Johnson 291 Mats View Rd Port Ludlow, WA 98365 Aprilsth,2021 E ASLEY NGINEERING - ESIGN 7135 50th Ave NE Olympia, WA 98516 (206) 423-8907 53722 P E r General lnformation o Load Generation (Snow, Wind, Current, Wave) o Pier Layout for Calculations o Pile Analysis o 44' Pier Analysis (Used for 40' Pier Design as Well) o 52' Gangway Analysis o Dock Layout, Buoyancy, Over Water Coverage & Framing r Pier Connection Design (welds, Gangway Conn, etc.) Mostrr: (206)423-8907 andrew@easley-engineering.com Pg. 1 Pg.2-3 Pe.4 Pg.5 -7 Pg.8*14 Pg.15 -22 Pe.22-25 Pg.26-29 ASLEY NGINEERING_3D"* Calculation Package Table of Contents www, ElslrvEnet ruernr lta Dnslct't,colvt Project:By, Location'Date:?- Client: TfASLEY .ExctNuEnrNcx- --_$DEsrcN CqJc.Info: Iob #: fozt - o\ frt f"lrornrr*g ptW=, bb*r&\\- Fof"- l-.N \uv*r.rduvr pgg., G,Allcrnjd.f Cc.,t, 6feucTofe'L 4&.u eu e&-ltdpgr rlpftw \ ^ra? s fi-$Jl Fpvrtrp 6r D0 c *. 14 ftfl'{S rhA{9 liJ t: t"; rt i 5,f e. d r'f te rr'Ttf"$$' \U Jcrrr:wsou A*ro h ? 9fiwcxun$ ht"o4,g,) Qrl.rptr Noret L*&trs dttita €€ Bls€P $tJ A-scE ?-rkr, A t-iu rillLL \FJc&uDe -Ttir6 fbuurrorl".:r:l +. ' Dt,*p r$F"i) a[ *tw{eral.yL (u) - L\{e Lo&y) {U) - hl\ up u.l 6_r-$ ('\,{) - Srucr.o t-o*D (t) - h:, NWIUTP4S At fto:{ t8 :;{ewfufl€ L,.rrtl *A\L cFE}t ffiArTIrrO - larl\\.S l,4ft-p (*) - Lo*p fom'ru*rrers (rrw gE u.r rrcb \pp aorLr EG $t\ f,.oU*uo5 \) D+L + F g) olo,76r l o,-7.,s + F C") Dn o,k ,,{) + f D ) D + o,*rrt * a,-/q(0,,r*)n u,'?6 S t tr ' 9tNcG T*v *t>ce ''v-t(/ Do6s l.tof t\A{g A Lt\r€ LoFp ftp- pr€trS FoA ?er\,*.ru:f peurs.rnr**0s6r *l"i+F !&vvz 6f, Llo ys6 brrL e€--u6ep,{nrs u -Tfir? vfry,r As A p'srFpN5,A' ,lv€Ld*u Ar.rp Sfftrraslexrr rralC fe ott& + Trlo fdrvrrrsl DuJhwttsf,S, kl,o, 51llc,trTrtE ftS.c?.1&? 4 f,lt&s l$r1 4A^g AtJ Bualerrc{ t0*p+1 tMrrf lylpr,'f {i Ltvr' t'okD dF ls p* D+t 0r. p.t s cowBrrup{oFrr tft ls vtttv 66; u5sl2 Ta stTv avv-s $}.}ry dgffm6 ;.rltt lag rl?$6q6p t-,rrp 4 fu[,*Ifi6 tNteF#S'f'laiJfi'"l-. Svruplp6 Cor;g Zolg c,s(l. b€ Crte 6, 6y2 OeF (,.Ee.flcfJ.S A,* ' 'lzuo An*,- , tlz4o l2rSr. e[--[64dl^&J = fl Wu tbo4.S 7) Stexv rhll'fae.rrlu ptrr. eG k9 &v"o'S WV- h\sc l{,',-{ gw Zote ?o,.,rx> tl";S - A6oc, \rrL t , 4U U$*r (\n\ic 51As c(, - txa u 4) W, *wrvttttu,,,O >*ewr 86 IMA.rr-r N6 e&$-aV tro|Z -ttr 's) p.glAtf"J|acrN6 '57vg.- = fts,run Ab\r, rir?. rro (!\ Co'uc- -, Llom pet, f rz fho\ BtS. H- E ASLEY NGINEERING SIGN Project: Ptrrp [Z-€rt *r.cnaerrt-By, NpE Page #: 7Location: *o.".{nb'\< RfsJ t Date: qlr)Zl IClient: f o WNSor,\Iob #: U?,t* oIcalc. Info, utD C}E\€;PS,T!ULJ Yev Tq,q-l R6ue-6 ?y= OoCeCras?\ ?().-lr 0,g* f,?"l.ar L5fsF Itf r6f i, U9e&)Jlrtl\trAiA26F6\-' WtuP Lo*P pE\z Ctv. ?"&g 1 - D il/D uj*D oo o-{k€-P* grwoc{trfdgS , fuar (/kD 0tlucrr,nar h.,,c-e ?*lrn dtt ? ' PX '" "to y"a Tn, fi6 "J- 't,t | trl\p f€s ,*T = z€ pg\ o Flgosoe.e Ck{e6ore*1 a D pu@ La 2.u,} L> exparrur f&croB-= o.b foA A fdLt-l €xposgp s(pocTuP€ T1,"-l . fgeva4 rbe{./iL = \,2 f.,(u hN orN &rra srEUc{uH"# I'?,e-z ' ll,t?<n,<*uca fk(<,p =1,e fp -T'1,6-? + " Bftgc otr^lP ?eEP = \\D S'Ptk ' e\>v e'...eu,tw\ " rt ' rleuoetE ppessupe s O,@?6uVzVz* [" \ t ( kJ ' 0,66 yeo f u''u- | \ -r.. ) V2 = \,o3 yev tLb'}.-r ' gxp:5vpu' i> fl-16' P\ovrr /.0 Yz.= l.o 1".o,aaL{,bx o.b5 x [,oZv t,0 x ttd{up}t? sZt.\zPsF ' Dg*t(r.r a.rrdD EozcE PeP qq,aP ) {-- 1,, hcr x ) 1" = !1fi? ko o,Be *f " l.B ft, % (< l,o( F ' Ltlz ysr 0.Br' >< 1.3 x A -- ?o pt€ tt F"Eg+.x ETASLEY IJNGINEERING SIGN Project: Aee_ ?ED{_rcEt\e1,-r BY, (wtt Page #: vLocation: p1p4. lt{1<s Bt.t Datet rlrlo Client: Jo\t':sor.J Job #: 1,ozt -O1 Calc.lnfo: 41p1g lrtD ttk!e Wrp Cc^rept-fr:p faE ftsce ?-tu otF 5 ?€a -(o Ngc€ 1-ttt Ct+6.3' + , 6wrr €lzpetq-v 15 rr, d "!-70rr€" tlfjNn tfEqw(" ts fE o*rW eousrDr;f:gD = - rSpeftvrrrq trt$\li r^)fr> ?ev r=a q,+_4 Tv = o,1 {,, L, llUz D f,t",, b4 vcf Ce = t,?5 Fop* llo.ruo ;rw5 hu -- ?r+ D = lrt r"t / C O,9x b'l 7CF - l,-7{ y ?2 X I .5-:t *- Olt Wttt t -[rp ru Fxacg' "f*r1 5aE{J,c.fve€ \t pefl'<ED tN ftlJ &x.lFeS lFt1 PGa'Cs t.(fD BAI ultttp.6 freftr. + LuVWtsl fdf,ccs &-e'd ?etL Buf IU\M)ra tspD &)p6'tbeFcD Ngde u6rBvg rD\tel)tomf*vcv '(o (rUl Dr 7,u€S ' 1lE 01We Tlavc5 swN c4J6rb*D'\lJ6 WI& tvrlPossD sN) \D t*/, o?- & ? r*fS.(uvg lEB.Ttc*L t -Irs Pt re 6oC(er4 I noru tc{rcrs fttlnr.rvf Ta 2.'t' oF Fpdu [+E;to or.r (1+6 Fpovr 6q, 6, 4, 1 a\2{1 r1131/: ?xAz,z'L -rtils EQu\--tcs co \)4 + DF Ppf,66ur€ [n*e s.J 1l}f T.rf h)Fte!+ U Nt6rt6rB{g, E ASLEY NGINEERING ESIGN Project: AEw uzau*.-p'Esr Location: nn*",< nn*4< i?.rq.v By'Np6 Date: q,1,l2r Page #: 4l clienl aosp'or)job #: 1,mt - o1 Calc.lnfo: prtZ *srs1./ 4\*< oF s(wcrurz$ - 4tl'ot ?z\ 6l$$uF, Prtrtl, to"f 1,4t It ttFz lz,rlPtrs lrz lL' pu.a e+4 \rr'Ur'\:srlr,rr lo'i"t 0f P\l/D Flto), NBth uN Ftee- Y'&t €p+Q P{',{' ? FrE I QtW lD rgg"rrn:l__*w.! \ ubot ,to Fr ,truTIFDtL g1* -> t)z&*ek?6 gooaF + looD8 et 7tF Aaoo, tlrroo 6 etftfi LEu61V To Fxt ssSu\urrps \eD 5f\zuc.fuPs ftPtb \r2 Foe OrtND a.+I 23' LV, L'7' ?t; l en' toB' {b0' It otr 5,L ,lot D 1 a I 3 FPt$ Doc!{ F?o)c01r0N0lto'7o' Fot- T:WS \,Z,Vr 4 J. foe ytueg 5, U .r, f-o\L Ttwg 1, 6 J tzco* >tu looo F O eeAD ^6 fuirs P'e:t' \2U a * torpp UN rfiefoaeD J lveo" 0uruD lov rullJ, , -tw 11,\g' -TIIZItr lv o'b'l0' ,1 , l/t 4 €& 56v F.:rrU,rPt1:6 fo.-r,4.^rrng Pr$6 @(L Pr.oe roz- prt€ -pet\6N uTrLrzt,tl9 \l5dlrt, IOJtr'J.lE\S prEP t 6fir.Sur+; D€StG^tS o'TtLr?r,J() ttsrJip kUteulst5 0o vear Ytw l\' -.1 "t6 5 EASLEY ENGINEERING AND DESIGN ANDREW EASLEYJot\rrsoD fue |dJh\s\S C: \Users\apeas\,..\09 - Johnson PieMnalysisUoh Thursday, nson Pile Ana April 1,2021 lysis.vap 9:55 AM Bill of Materials: Memberc ASIM A500 Grade B (Fy = 42ki) ASIM A500 Grade B (Fy = 42ksi) Total Member Welght = 2.74 K HS58.625X.375 HSS10X.375 6 3 600,00 396,00 54'47.65 4190,28 1.55 1.19 Factored Load Gomblnrtions I tlame I 1.D 1, D+0.7Di 2, D+L 2. D+L+0.7D1 4. D+0,75(L+Lr) 5. D+0.6W >+X 5. D+0.6W+1.5Fa rD+X 6. D+0,75(L+0.6W+Lr) D+X 6, D+0.75(L+0.6W+Lr)+ l.5Fa r+X 7. 0.6D+0.6W )t+X 7. 0.6D+0.7D1+0,7Wi 10.0.6D+0.7E Model Gheck Informatlon Code ASCE 7.16 ASD ASCE 7-16 ASD ASCE 7-16 AsD ASCE 7.16 ASD ASCE 7-16 ASD ASCE 7-16 ASD ASCE 7-16 ASD ASCE 7-16 AsD ASCE 7-16 ASD ASCE 7-16 ASD ASCE 7-16 ASD ASCE 7-16 ASD Design Allowable Allowable Allowable Allowable Allowable Allowable Allowable Allowable Allowable Allowable Allowable Allowable Effective Equatlon D+F D D+L+F D+L D + 0.751+ F D+F+0,6W+X D + 0,6W+X D+0.751+F+0,45W+X D + 0.751+ 0.45w+x 0.6D + 0.5W+X 0.6D 0,6D + 0.6F No errors were found in your model. J Detiection _l Other Other Dead Plus Live Dead Plus Live Dead Plus Live Other Other Other Other Other Other Other Node N002 N002 N002 N004 N006 N006 N006 N008 N011 N011 Serulce Case D L W+X F D L w+x F F W+X Type & Direction Force Y Force Y Force X Force X Force Y Force Y Force X Force X Force X Force X Load t'/ \,aP 4P e,w -0.84 K -3.36 K 0.63 K 0.25 K -0.92 K -3.72K 0,69 K 0,25 K 0,25 K 1.00 K N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N,A. N.A.T'$l Member Dy Min in Dy Max in Dz Min in Dz Max ln coL002 coL003 VisualAnalysls 20.00.0001, Full Design www.iesweb.com 0.00 (1s) -0.87 (4) 0.3r (4) 0.00 (ls) 0.00 0.00 (16) (16) 0,00 0.00 (16) (16) Page 1 of3 (, EASLEY ENGINEERING AND DESIGN ANDREW EASLEY C: \Users\apeas\...\09 - Johnson Ple$nalysisUohnson Plle Analysis.vap Thlrrsd'ay, April 1, 2021 9:55 AM Dy Min in Dy Max in Axial Manual Kz: False Kz Sidesway?: False Manual Ky: False Ky Sldesway?: False Bracing Lateral Top (+y): Unbraced Lateral Bottom (-y): Unbraced Strong (z): Unbraced Dz Max in Size Constraints Limit Depth?: False Umit Width?: False Torsional Bracing Lateral Top (+y): True Lateral Bottom (-y): True Strong (z): True Dz Min ln coL005 coLo10 0.00 (ls) -3.e7 (4) o.4r (4) 0.00 (1s) 0.00 (16) 0.00 (16) 0.00 (16) 0.00 (16) -1,71 0.00 -5.31 0.00 4,41 -6.77 -5,06 -14,76 -10,35 -3.04 0,00 -0.62 0.00 0,00 0,00 0.00 Statics Check Information I I I r I i l--K---l-[il l--k.in I r:in-l 1.D 1, D+0.7D1 2, D+L 2. D+L+0.7D| 4. D+0.75(L+Lr) 5. D+0.6W )r+X 5. D+0.6W+l,SFa ,r+X 6. D+0.75(L+0,6W+Lr) r+X 6. D+0.75(L+0.6W+Lr)+ 1,5Fa >+X 7. 0,6D+0.6W >+X 7. 0,6D+0.70i+0.7W 10, 0,6D+0,7E D F L W+X Steel_Column_G 1: Recults Deflections Strong (dy): None Weak (dz): None Overrides Override Fy?: False Ovenide Cb?: False Override HSS Ldes?: False Advanced Torsionl False Steel Material: ASTM 4500 Grade B (Fy = 42Ki) Specification: AISC 360-16 ASD Composite Beam?: False S€ismic Compactness: Not Ductile CheckConstrained Axis FfB?: False Overstrength?: False Llve Load Reduction: None Disable Checks?: False Check Level: Each Limit State OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK 0,00 0,00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0,00 VlsualAnalysls 20.00.0001, Full Deslgn www,lesweb.com Page 2 of 3 nr EASLEY ENGINEERING AND DESIGN ANDREW EASLEY C:\Users\apeas\...\09 - Johnson Pler\AnalysisUohnson Pile Analysis.vap Thursday, Aprll 1, 2021 9:55 AM d COL008 HSS10X.375 96.00 5. D+0.6W )'+X 0,33 1.00 Hl-lb Section Offset Result Case Member Section coL006 HSS8,625X,375 0.00 2, D+L Offset Result Case Deman Capacity Capacity Fx K Reference Unity Check o.33 Details KLz = 83.7 in, KLy = 83.7 in, KL(torslon) = 96 in, Lb = 96 in, Axial Unity = 0.005, Mz UnltY = 0.325, MY Unity = 0, lQ = 0.872, Ky = 0.872, K(torsion) = 1, Cb = 1.14 KLz * 120 in, KLy = 129;n, KL(torsion) = 120 h, Fcr = 37.9 Kl, Fe (E3"4) = 171 Kl, Kz = 1, Ky = 1, (t66i6n) * 1 tn Demand Code Reference Unlty Fx K tn 5,23 206,00 E3-2 0.03 Member Section Result Case COL008 HSS10X,375 96.00 t. 9*9.6W "+X Member Sectlon Case K-in 817,88 Code Reference F8-1 Code Reference Untty Check 0.33 o.o1 0.01 265,82 0.85 0.85 Mz Detalls Lb = 96 in, Cb = 1.14 Detalls ShearArea = 5.29 in^2, Fcr = 25.2 Ksi ShearArea = 5,29 in^2, Fcr = 25.2 Ksi K-lnln Capaclty Vy KVy K in coL008 coL009 HSS10X,375 HSSl0X,375 96.00 216.00 5. D+0.6W >+X 5. D+0.6W r+X 79.U 79.U G5-1 G5-1 Member Unity Checks Member coL002 coL003 coL004 coL005 coL006 coLo07 coL008 coL009 colo10 Sectlon HSS8.625X,375 HSS8.625X,375 HSS8,625X,375 HSS8,625X.375 HSS8.62sX,37s HSS8.525X.375 HSS10X.375 HSS10X,375 HSS10X,375 I UniW ctrect I status I nesut Gie I 5. D+0.6W )+X Hl-1b Combined Check Steel_Column_G 1 5. D+0.6W >+X Hl-1b Combined Check Steel_Column_G 1 5. D+0.6W >+X Hl-lb Combined Check Steel_Column_G I 5. D+0.6W >+X Hl-lb Combined Chec* SteelColumn_G 1 5. D+0.6W D+X Hl-lb Combined Check Steelcolumn_G 1 5. D+0.6W >+X Hl-lb Combined Check Steel-Column_G 1 5. D+0.6W D+X Hl-lb Combined Check Steelcolumn_G I 5. D+0.6W D+X Hl-lb Combined Check Steelcolumn_G 1 l- D E3-2 Axlal Check Sted_Column_G 1 0.25 Pass 0.15 Pass 0,07 Pass 0.32 Pass 0.21 Pass 0.08 Pass 0,33 Pass 0.23 Pass 0.00 Pass VisualAnalysis 20.00,0001, Full Design www.iesweb.com Page 3 of 3 To * t * Ll q ' lu e ? iJ t o D t t L al o u c r a u ; n4 ' 'f , r 9 t. Ts ?x 3 x F g -( 5 ?t Z t - ' / e t- 'l "1 aT F r z f fs 2y Z xY g l- r c n r qI t.:*paorJ tlrl' pee- r$",fqsrs tJ€€ {1i:v 40, ?,rz &e",E-u- EASLEY ENGINEERING AND DESIGN ANDREW EASLEY C:\Users\..,\09 - Johnson Pier\Analysis\44' Pier Analysis - Johnson.vap Thursday, April 1,2021 10:00 AM Materlal 5063-T6-E/P-Ail 6063-T6-E/P-Ail 6063-T6-E/P-Ail Total Member Weight - 365 lb Factored Load Gomblnstions Section Rectangular Tube2x2 x 0,188 Rectangular Tube 3 x 2 x 0.188 Rectangular Tube 3 x 3 x 0,188 Total Length in 10u.22 528.00 612.00 Count TotalVolume in^3 TotalWeight tb 22 11 L4 1446.67 915.75 1290,94 L44.67 9L.57 129.09 I Name Itt 1.D 2. D+L 4. D+0.75(L+Lr) 7, 0.60+0.6W Model Check Information Code ASCE 7.16 ASD ASCE 7-16 ASD ASCE 7-16 ASD ASCE 7-16 ASD I efecttvrt-l D Allowable Other D + L Allowable Dead Plus Live D + 0.751 Allowable Dead Plus Live 0.6D Allowable Other No errors were found in your model. Member Direction Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Start Offset in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 End Offset in Magnitude Full Length? -L.67lbltn -6.67lbltn -t.67 tbltn -6.67lblin -L.67lbltn -6.67 lb/in -L.67lbltn -6.67lbltn -L,67lblin -6.67lblin -1.67 lb/in -6.67lbltn -I.67lblin -6,67 tbltn -t,67 tbltn -6,67 tblin -t.67lblin -6.67lbltn -L.67lbltn -6.67lblln -I.67lblln -6.67|blin Load BmXO02 BmXO02 BmXO03 BmX003 BmX004 BmXo04 BmXO05 BmX005 BmX006 BmX006 BmX007 BmX007 BmX008 BmXo08 BmX009 BmXO09 BmXo10 BmXO10 BmXO11 BmXOll BmXO12 BmXO12 D L D L D L D L D L D L D L D L D L D L D L No No No No No No No No No No No No No No No No No No No No No No Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes ,18,00 €.00 ,18,00 ,18,00 ,18.00 48,00 48,00 ,18,00 ,l8,00 ,l8.00 ,l8.00 ,18,00 ,l8,00 ,18,00 48,00 ,18.00 ,l8,00 ,18.00 48.00 ,18,00 48,00 ,l8,00 N,A, N.A. N,A. N,A. N,A. N,A, N,A. N,A. N,A. N,A. N,A. N,A. N,A. N,A. N.A. N,A. N,A. N.A. N,A. N,A, N,A. N.A. VisualAnalysls 20.00.0001, Full Design www.iesweb.com Page 1 of7 q EASLEY ENGINEERING AND DESIGN ANDREW EASLEY c: \users\...\0e - Johnson pier\Anatvsis\+?rer A;rilf ,ij?rrlm xq Member BmX007 BmX013 BmXO15 coL001 Dy Min in Dy Max in Dz Mln ln Dz Max in -0.37 (4) -0.o4 (4) -0.04 (4) 0,00 (4) -0.06 (6) 0,00 (6) 0.00 (6) 0.06 (4) (6) (6) (6) (6) 0.00 0,00 0.00 0.00 0.00 (6) 0.00 (6) 0.00 (6) 0.00 (6) Node N001 N001 N002 N002 Result Case 2. D+L 7. 0.6D+0,6W 2. D+L 7,0.6D+0.6W MZ lb-ln FY tb FX tb 4968.29 77J,,86 -4968.29 -77r.86 ?lt82.67 373.60 2342.6' 373.60 0.00 0.00 0.00 0.00 Result Case Name 1,D 2. D+L 4. D+0.75(L+Lr) 7. 0.6D+0,5W D Aluminum_Beam )LG l: Reeults Aluminum Material : 6063-T6-E/P-All Speciftcation: ADM ASD (2020) Bridge-Type Structure: False Heat Affected?: Not Heat-Affected Overstrength?i False Uve Load Reduction: None Disable Checks?: False Check Level: Each Llmit State Size Constraints Limit Depth?: False Limlt Wldth?: False VisualAnalysls 20.00.0001, Full Design www,iesweb.com zcM intbtbtb Weight-Z xcM in YCM in 0.00 0.00 0.00 0.00 0,00 -365,34 -365.34 -365,34 -219,20 -36s,34 Bracing Lateral Top (+y): Unbraced Lateral Bottom (-y): Unbraced Strong (z)l Unbraed Axial Manual Kz: False Kz Sidesray?: False Manual Kyl False Ky Sidesray?l False 0.00 0.00 0.00 0.00 0.00 2&.00 264,00 264,00 264.00 2&.00 22,08 2t,92 2t.96 22.10 22.08 0.00 0.00 0,00 0.00 0.00 Deflections Strong (dy)r None Weak (dz): None Overrides Override Cb?: False Ovenlde Ftu?: False Override Fty?: False Override Fcy?; False Overrlde Fsu?: False Override Ftuw?: False Override Ftyw?r False Override Fcyw?l False Override Fsuw?: False Page 2 of 7 lo EASLEY ENGINEERING AND DESIGN ANDREW EASLFT C:\Users\..,\09 - Johnson Pier\Analysis\44' Pier Analysis - Johnson.vap Thursday, April 1, 2021 10:00 AM Member BmXO19 BmX020 BmXO03 Section RectangularTube3x3x 0.188 RectangularTube3x3x 0.188 Sectlon RectangularTube 3 x 2 x 0,188 Offset Result Case Deman Capacity in Code Reference Unity Checkd BmX019 RectangularTube3x3x0,lSS 30.40 2. D+L 0,30 1.00 H.1-1 BmX020 RectangularTube 3 x 3 x 0,188 17.60 2. D+L 0.30 1.00 H.1-1 Section Offset Result Case nd Capaclty Fx tb 0.30 0.30 Code Reference Unlty Checkin 0.00 2. D+L 7419.56 26003.32 E,2.1 (weak)0,29 0,00 2. D+L 7419.56 26003.32 E.2,1 (weak) Offset Result Case Demand Capacity Mz lb-ln Code Reference in lb-in 0.00 2. D+L -1822.46 24216,53 F.4 Inelastic 48.00 2. D+L -1822.46 2421653 F.4Inelastic Offset Result Case in 0.00 2. D+L 214.46 t0227.27 G.1-1 KLz = .E in, KLy = 46 1n, Lb = 48 in, Axial = 0.285, Flexure: Strong = 9.912, Flexure: Weak = 0, Kz=1,Ky=1, Cb = 1.03 KL: = 48 in, KLy = 49 1n, Lb = 48 in, Axial = 0.285, Flerure: Strong = 9.912, Flo<ure: Weak = 0, Kz=1,Ky=1, Cb = 1.03 KLz = 48 in, KLy = 49 1n, Fclnelastic = 20340 psi, |r = 4L,7,ll = 18.2, l'2 = 78.4, Kz=l,Ky=l KLz = 48 in, KLy = 46 |n, Fdnelastic = 20340 psi, \ - 4L,7, trl = 18.2, IQ = 78.4, Kz=1,Ky=1 Av = 1,13 in^2, Fs(Yielding) = 15000 psi, Q = 1,65 Av = 1.13 in^2, Fs(Yielding) = 15000 psi, Q = 1,65 Dema Fx tb 0.29 Check Unity Mz BmX011 RectangularTube3x2x 0,188 Sectlon RectangularTube3x2x 0.188 RectangularTube 3 x 2 x 0.188 Lbz = zl8 in, Mnp = 42517 lb-in, sxc = 1,37 in^3,0.08 l(F.4-6)=9.97, Cc = 78.4, Cb = 2.38, Q = 1.65 Lbz = zl8 in, Mnp = 425L7 lb-in, Sxc = 1,37 in^3,0.08 A(F,4-6)=P.67, cc = 78,4, Cb = 2,39, Q = 1.65 DetailsDemandCapaclty Vy tb Code Reference Unity CheckVy tb BmX003 BmX011 0.02 VisualAnalysis 20.00,0001, Full Design www,lesweb.com 48.00 2. D+L -214.46 10227,27 c.1-1 0,02 Page 3 of 7 t( EASLEY ENGINEERING AND DESIGN ANDREW EASLEY C:\Users\,.,\09 - Johnson Pie$nalysis\,14' Pier Analysis - Johnson.vap Thursday, April 1, 2021 10:00 AM Aluminum_V Brace_G 1: Results Aluminum Material : 6063-T6-E/P-All Specificatlon: ADM ASD (2020) Bridge-Type Shucture: False Heat Affected?l Not Heat-Affected Overstrength?: False Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State Size Constraints Limit Depth?: False Limit Width?: False Bracing Lateral Top (+y): Unbraced Lateral Bottom (-y): Unbraced Strong (z): Unbraced Axial Manual Kz: False Kz Sldes-way?: False Manual Ky: False Ky Sldesway?l False Deflections Strong (dy): None Weak (dz): None Overrides Ovenide Cb?: False Ovenide Ftu?: False Ovenide Fty?r False Overrlde Fcy?: False Ovenide Fsu?: False Override Ftuw?: False Override Ftyw?: False Override Fcyw?: False Override Fsuw?: False Mem Memb er v001 v022 Section Sectlon RectangularTube2x2x 0,188 RectangularTube2x2x 0,188 Offset Case Deman Capaclty Code Reference itv Details KLz = 48.4 in, KLy = 49.4;n, Lb = ,18,4 in, Axial = 0.183, Flexure: Strong = 9.927, Flexure: Weak = O Kz=1,Ky=1, Cb = 2,38 Ktz = 48.4 in, KLy = 46.4 |n Lb = .18,4 in, Axial = 0.183, Flexure: Strong = 9,927, Flexure: Weak = 0, Kz=1,Ky=1, Cb = 2,38 Detalls Z=0.927 in^3, Q = 1.65 Z=0.927 in^3,Q= 1.65 d V001 Rectangular Tube 2 x 2 x 0.188 48.37 2, D+L 0,2t 1.00 H.1-1 V022 RectangularTube2x2x0.lSS 0,00 2. D+L 0.21 1.00 H.1-1 Memb Sectlon Offset Result Case ln v001 RectangularTube2x2x 0.188 0.00 2. D+L 2436.27 13270.14 E.2.1(weak) v022 RectangularTube2x2x 0,188 437 2. D+L 2436.27 13270.14 E.2.1 (weak) lnr Demand Capaclty Fx tb 0.2r 0.21 Unity CheckFX tb er KLz = 48,4 ln, KLy = 46.4 1p, or8 F In"i11';.fi9'$1.1: ", Kz=1,Ky=1 Ktz = 48,4 in, KLy = 43,4 1s, o.ra Fdn.l!{.; lll!'$'6x: *, l(z=1,Ky=1 Offset in 48.37 0.00 Result 2, D+L 2, D+L Demand Mz lb-ln -374.83 -374.83 CapaclW Mz lb-in Unity Check Code 1,0049.18 14049.18 F.2 (plastic) F.2 (plastic) 0.03 o.03 VisualAnalysis 20.00.0001, Full Design www.iesweb,com Page 4 of 7 It EASLEY ENGINEERING AND DESIGN ANDREW EASLEY C:\Users\...\09 - Johnson Pier\Analysis\44' Pier Analysis - Johnson.vap Thursday, April 1,2021 10:00 AM Section Aluminum_Column_G 1: Results Alumlnum Material ; 6063-T6-E/P-All Speciflcation: ADM ASD (2020) Bridge-Type Structure : False Heat Affected?: Not Heat-Affected Overstrength?t False Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State Size Constraints Limit Depth?: False Llmlt Wdth?: False Offset Result Case Capacity Vy tb Code Reference Demand Unity Check Deta Av = 0,75 in^2, Fs(Yielding) - 15000 psi, Q = 1.65 Av = 0.75 in^2, Fs(Yieldlng) = 15000 psi, Q = 1.55 Deflectlons Strong (dy): None Weak (dz): None r Vy lb in V001 Rectangular Tube 2 x 2 x 0,188 48.37 2. D+L -16.46 6818,18 G.1-1 V022 RectangularTube2x2x0.lSS 0.00 2, D+L 16.45 6818.18 G.1-1 o.oo 0.00 Bracing hteral Top (+y)r Unbraced Lateral Bottom (-y); Unbraced Strong (z): Unbraced Axial Manual Kzl False Kz Sides:way?: False Manual Ky: False Ky Sides,way?: False Ovenides Override Cb?: False Ovenide Ftu?: False Override Fty?: False Override Fcy?; False Ovenide Fsu?: False Overide Ftuw?: False Override Ftyw?: False Override Fcyw?: False Overide Fsuw?: False Member col001 Section RectangularTube3x3x 0.188 Offtet Result Case Deman Capacity Code Referenceln Unity Checkd COL001 Rectangular Tube 3 x 3 x 0.188 42.00 2. D+L 0.05 1.00 H,l-r COL002 Rectangular Tube 3 x 3 x 0.188 42.00 2, D+L 0,05 1.00 H.l-l Section Offset Result Capacity Fx lb Code ReferenceDemand 0.05 o.05 Unity Check Y:Lz = 32 in, KLy = 42 in, lb = 42 in, Axial = 0.002, Flexure: Strong = 9.643, Flexure: Weak = 0 lQ = 0,763, Ky = 1, Cb = 2.4 KLz = 32 in, KLy = 42 i1, lb = 421n, Axial = 0.002, Flexure: Strong = 9,943, Flexure: Weak = 0, lQ = 0.763, Ky = 1, Cb = 2,4 Detalls KD = 32 in, KLy = 42 |n, Fclnelastic = 21341 psi, A = 36,5, trl = 18.2, M-78.4, Kz = 0.763, Ky = 1 Fx tb in VisualAnalysis 20.00.0001, Full Design www.iesweb.com 42,00 2. D+L 62,43 27282,10 E.2.1(weak)0.oo Page 5 of 7 e EASLEY ENGINEERING AND DESIGN ANDREW EASLEY C:\Users\.,.\09 - Johnson Pier\Analysis\44' Pier Analysis - Johnson.vap Thursday, April'1, 2021 f0:00 AM Sectlon RectangularTube3x3x 0.188 Section RectangularTube3x3x 0.188 RectangularTube 3 x 3 x 0.188 Offset Result CapaciW Fx tb Code Reference Unity 42.00 2. D+L 62.43 27282,10 E.2.1 (weak) Demand Deta Fx tb in Check coL002 coL001 coL002 0.00 Unity Check Offset in 42,00 42.00 Mz lb-in -1461.46 t46L.46 Capacity Mz lb-ln Code Reference KLz = 32 in, KLy = 42 1n, Fdnelastic = 21341 psi, A = 36,5, ,\1 = 18.2, 1,,2 = 78.4, Kz = 0,763, Ky = I Details 7=2,231n^3, Q - 1,65 Z=2,23 in^3, Q = 1.65 Details Av = 1.13 in^2, Fs(Yielding) = 15000 psi, Q = 1,65 Av = 1,13 ln^2, Fs(Yielding) = 15000 psi, Q = 1.65 Sectlon RectangularTube3x3x 0,188 RectangularTube 3 x 3 x 0.188 Offset Result C:se 2, D+L 2. D+L 33757.99 33757.99 Capaci$ Vy tb F.2 (plastic) F.2 (plastic) Code Reference 0.04 0.04 o.o1 0.01 Demand Unity Checktn 42.00 2. D+L -59.23 10227,27 G.1-1 42.00 2. D+L 59.23 10227.27 G.1-1 Vy tb coL001 coL002 Member BmX002 BmX003 BmX004 BmX005 BmX006 BmXo07 BmXO08 BmXo09 BmXo10 BmX011 BmXo12 BmXo13 BrnX014 BrnX015 BmXo16 BmXo17 BmXo18 Secflon Rectangular Tube 3 x 2 x 0.188 Rectangular Tube 3 x 2 x 0.188 Rectangular Tube 3 x 2 x 0,188 Rectangular Tube 3 x 2 x 0.188 Rectangular Tube 3 x 2 x 0.188 Rectangular Tube 3 x 2 x 0.188 Rectangular Tube 3 x 2 x 0.188 Rectangular Tube 3 x 2 x 0,188 Rectangular Tube 3 x 2 x 0.188 Rectangular Tube 3 x 2 x 0.188 Rectangular Tube 3 x 2 x 0.188 Rectangular Tube 3 x 3 x 0,188 Rectangular Tube 3 x 3 x 0.188 Rectangular Tube 3 x 3 x 0,188 Rectangular Tube 3 x 3 x 0,188 Rectangular Tube 3 x 3 x 0.188 Rectangular Tube 3 x 3 x 0.188 Unity Check 0,28 0,16 0,08 0.L2 0,14 0,ls 0.14 0,12 0.08 0,28 0,03 0,10 0,03 0,18 0.24 0.28 Status Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Result Case 2, D+L 2, D+L 2. D+L 2, D+L 2. D+L 2. D+L 2. D+L 2. D+L 2. D+L 2. D+L 2, D+L 2. D+L 2. D+L 2, D+L 2, D+L 2. D+L 2. D+L 0,16 Code Reference H,1-1 H.1-1 H.1-1 H.1-1 H.1-1 H.1-1 H,1-1 H,1-1 H.1-1 H,1-1 H,1-1 H.1-1 H.1-1 H,l-1 H.1-1 H.1-1 H.1-1 TYPe Combined Check Combined Checl< Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Design Group Aluminum_Beam X_G I Aluminum_Beam X_G I Aluminum-Beam X_G 1 Aluminum_Beam X_G 1 Aluminum_Beam X_G 1 Aluminum_Beam X_G I Aluminum_Beam X_G 1 Aluminum*Beam X_G I Aluminum_Beam X_G 1 Alumlnum_Beam X_G 1 Aluminum-Beam X_G 1 Aluminum_Beam X_G 1 Aluminum_Beam X_G 1 Aluminum_Beam X_G 1 Aluminum_Beam X_G I Aluminum_Beam X_G 1 Aluminum_Beam X_G I VisualAnalysis 20.00.0001, Full Design www.iesweb,com Page 6 of 7 l4 EASLEY ENGINEERING AND DESIGN ANDREW EASLEY C;\Users\...\09 - Johnson PieMnalysis\44' Pier Analysis - Johnson.vap Thursday, April 1, 2021 10:00 AM Member BrnXO19 BmX020 BmX021 BmX022 BmX023 BmX024 coL001 coL002 v001 v002 v003 v004 v005 v006 v007 v008 v009 v010 v011 v012 v013 v014 v015 v016 v017 v018 v019 v020 v021 v022 Section Rectangular Tube 3 x 3 x 0.188 Rectangular Tube 3 x 3 x 0.188 Rectangular Tube 3 x 3 x 0.188 Rectangular Tube 3 x 3 x 0.188 Rectangular Tube 3 x 3 x 0.188 Rectangular Tube 3 x 3 x 0.188 Rectangular Tube 3 x 3 x 0.188 Rectangular Tube 3 x 3 x 0.188 RectangularTube 2 x 2 x 0,188 Rectangular Tube 2 x 2 x 0.188 Rectangular Tube 2 x 2 x 0.188 Rectangular Tube 2 x 2 x 0,188 Rectangular Tube2x2 x 0.188 RectangularTube 2 x 2 x 0.188 RectangularTube 2 x 2 x 0.188 Rectangular Tube 2 x 2 x 0.188 RectangularTube 2 x 2 x 0,188 Rectangular Tube 2 x 2 x 0.188 Rectangular Tube 2 x 2 x 0.188 RectangularTube 2 x 2 x 0.188 RectangularTube 2 x 2 x 0.188 Rectangular Tube 2 x 2 x 0.188 Rectangular Tube 2 x 2x 0.188 Rectangular Tube 2 x2 x 0.188 Rectangular Tube 2 x 2 x 0,188 Rectangular Tube 2 x 2 x 0.188 RectangularTube 2 x 2 x 0,188 Rectangular Tube 2 x2 x 0.188 Rectangular Tube 2 x 2 x 0,188 Rectangular Tube 2 x 2 x 0.188 Result Cnse 2. D+L 2. D+L 2. D+L 2. D+L 2. D+L 2. D+L 2, D+L 2. D+L 2. D+L 2, D+L 2. D+L 2, D+L 2. D+L 2. D+L 2. D+L 2. D+L 2. D+L 2. D+L 2. D+L 2. D+L 2, D+L 2, D+L 2. D+L 2, D+L 2. D+L 2. D+L 2, D+L 2. D+L 2. D+L 2. D+L Code Reference H.1-1 H.1-1 H.1-1 H.1-1 H.1-1 H.1-1 H,1-1 H.1-1 H,1-1 H,1-1 H.1-1 H,1-1 H.1-1 H.1-1 H,1-1 H,1-1 H,1-1 H.1-1 H,1-1 H,1-1 H.1-1 H.1-l H.1-1 H.1-l H.1-1 H.1-1 H.1-1 H.t-1 H.1-1 H.1-1 TYPe Combined Cteck Combined Check Combined Check Combined Check Combined Check Combined Check Combined Chect Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Comblned Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Chec* Deslgn Group Aluminum_Beam X_G 1 Aluminum_Beam X_G 1 Alumlnum_Beam X_G 1 Aluminum_Beam X_G 1 Aluminum_Beam X_G I Aluminum_Beam LG t Aluminum*Column_G 1 Aluminum_Column_G 1 Aluminum-V Brace_G I Aluminum_V Brace_G I Aluminum_V Brace_G 1 Aluminum_V Brace_G I Aluminum_V Brace_G 1 Alumlnum_V Brace_G I Aluminum_V Brace_G I Aluminum_V Brace_G I Aluminum-V Brace_G I Aluminum_V Brace_G 1 Aluminum_V Brace_G I Aluminum_V Brae-G 1 Aluminum_V Brace_G 1 Aluminum_V Brace_G 1 Aluminum_V Brace_G 1 Aluminum_V Brace_G I Alumlnum_V Brace_G t Aluminum_V Brace_G I Aluminum_V Brace_G I Aluminum_V Brace_G I Aluminum*V Brace_G I Aluminum_V Brae_G 1 Unity Status Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass 0.30 0,30 0.28 0.24 0.18 0.10 0.0s 0.05 0.21 0,13 0.t7 0,10 0.13 0.08 0.09 0.05 0.05 Pass 0,03 Pass 0.01 Pass 0.01 Pass 0.03 Pass 0.05 Pass 0.05 Pass 0.09 Pass 0.08 Pass 0.13 Pass 0.10 Pass 0,I7 Pass 0,13 Pass 0.2L Pass VisualAnalysis 20,00,0001, Full Design www.iesweb.com Page 7 of 7 \r\ r m J 9 4 < < r e s _ l >mdd-9 - 9 , v r q r a € t. 9 / , * r r . - 5 , 8 7 , * g x € 5 4 t 2 3 . 3 e ! ? r r a 1 . , 9 r - a c o 1 N l - * - 9 r r v 9 , 2 9 \(/ Io*o*u €z'G*rrearwl $!/rF z EASLEY ENGINEERING AND DESIGN ANDREW EASLEY C:\Users\...\Analysis\52' Pier Analysis Rotated - Johnson.vap Thursday, April 1,2021 10:06 AM Bill of Materials: Memberc I I I | ft- | n^s I -b-- | 6063-T6-E/P-All 6063-T6-VP-A[ 6063-T6-E/P-All Total Member Weight = 409 lb Rectangular Tube 0.25 x 0,25 x 0.016 Rectangular Tube 0.25 x 0.167 x 0,016 Rectangular Tube 0.167 x 0.167 x 0.016 3 27 25 11.03 104.00 100.78 0.16 1.25 0.95 27.92 216,45 164.39 Factored Load Comblnations I r'rame I 1.D 2. D+L 4. D+0.75(L+Lr) 7. 0.6D+0,6W Model Check lnformatlon Code ASCE 7-16 ASD ASCE 7-16 ASD ASCE 7-16 ASD ASCE 7-16 ASD Effective Equation D D+L D + 0,751 0,6D No errors were hund in your model. Design Allowable Allowable Allowable Allowable Oenection I Other Dead Plus Live Dead Plus Live Other Member Direction Magn -20.00 rb/ft -80.00 rb/ft -20.00 rbift -80,00 rb/ft -20.00 tb/ft -80.00 rb/ft -20.00 rb/ft -80.001b/ft -20.00 rb/ft -80.00 rb/ft -20.00 rb/ft -80.00|b/ft -20.00 rb/ft -80,00 tb/ft -20.00 rb/ft -80.00 rb/ft -20,00 rb/ft -80.00 rb/ft -20.00 rb/ft -80.00 tb/ft -20.00 tb/ft -80.00 rb/ft -20.00 rb/ft Start Offset ft ?End ProJected?Predeflned Load ft BmX001 BmX001 BmX002 BmXO02 BmX003 BmXo03 BmX004 BmX004 BmX005 BmX005 BmX006 BmX006 BmXO07 BmXo07 BmX008 BmX008 BmX009 BmX009 BmXO10 BmX010 BmXO11 BmX011 BmXo12 D L D L D L D L D L D L D L D L D L D L D L D Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Shear y Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4,00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes N.A, N.A, N.A. N.A. N.A. N.A, N.A, N.A, N.A. N.A. N.A, N.A. N.A. N.A, N.A, N.A, N"A, N.A, N.A. N.A. N.A. N.A. N.A. VisualAnalysis 20.00,0001, Full Design www.iesweb.com Page 1 of7 \? EASLEY ENGINEERJNG AND DESIGN ANDREW EASLEY C:\Users\...\Analysis\52' Pier Analysis Rotated - Johnson.vap Thursday, April 1, 2021 10:06 AM Direction Shear y Shear y Shear y Magnltude Full Length? -80.00 lbift -20.00 rb/ft -80.00 tb/ft Start Offset ft End Predefined Load ft BmXo12 BmX025 BmX025 L D L Yes Yes Yes Yes Yes Yes 0,00 0,00 0.00 4.00 4.00 4.00 N.A. N.A. N.A, Member BmX008 BmX027 coL002 D,y Min ft Dy Max ft Dz Min ft Dz Max ft -0.06 (4) .o.0r (4) 0,00 (4) -0.01(6) 0.00 (6) 0.0r (4) 0.00 0.00 0.00 (6) (6) (6) (6) (6) (6) 0.00 0.00 0.00 Node N001 N001 N026 Result Case 2. D+L 7.0.6D+0.6W 2. D+L MZ lb-ft FX tb FY tb 7354.37 1092,05 -5747.49 542.81 92.38 tl8l1.45 0.00 0.00 0.00 Result Case Name 1,D 2. D+L 4. D+0,75(L+Lr) 7,0.6D+0,6W D Aluminum-Beam )LG l: Results Aluminum Material : 6063-T6-E/p-Atl Specificationr ADM ASD (2020) Bridge-Type Structure: False Heat Affected?: Not Heat-Affected Overstrength?i False Live Load Reduction: None Disable Checks?: False Check Levelt Each Limit State Size Constraints Limlt Depth?: False Limit Width?: False VisualAnalysis 20.00.0001, Full Design www.iesweb.com Weight-X zcM fttbtb Weight-Z XCM ft YCM ft 0.00 0.00 0.00 0.00 0.00 -6.43 -6.46 -6,45 -6.43 -6,43 tb -408.77 "4W,77 408.77 -245.26 408.77 Bracing Lateral Top (+y): Unbraced Lateral Bottom (-y): Unbraced Strong (z): Unbraced Axlal Manual Kz: False Kz Sidesllray?: False Manual Ky: False Ky Sldesway?r False 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25,43 25,42 25.42 25.43 25.43 Deflections Strong (dy): lllone Weak (dz): None Ovenides Ovenide Cb?: False Ovenlde Ftu?: False Override Fty?: False Ovenide Fcy?: False Ovenlde Fsu?: False Ovenide Ftuw?: False Override Ftyw?: False Override Fcyw?: False Override Fsuw?: False Page2 ot7 \b EASLEY ENGINEERING AND DESIGN ANDREW EASLEY C:\Users\...\Analysis\52' Pier Analysis Rotated - Johnson.vap Thurcday, April 1, 2021 10:06 AM G Member tunX020 Membe Membe Section Rectangular Tube 0.25 x 0.167 x 0.016 Section Sectlon Offset Result Case Deman Code Reference Unity Checkftd 2.80 2. D+L 0.60 1.00 H,1-1 Result Capacity Fx Code Reference lb Result Case Capacity Code Reference tb-ft Details Lbz = 4 ft, Mnp = 3543 ;O-n Sxc = 7,91E-004 ft^3,0.08 tr(F.4-6)=$.1, Cc = 78,4, Cb o 2.69, Q = 1.65 Demand 0.60 Unity Check KLz-4ft,KLy=4n, Lb=4ft,Axial=0.585, Flexure: Strong = 6,919, Flexure: Weak = 0, Kz=1,Ky=1, Cb = 1,03 KLz=4ft,KLy=4n, Fdnelastic = 24IL574 psf , tr = 61,4, trl = 18,2, |,,2 =78.4,Kz=1,Ky=l ft Fx tb BmX021 Rectangular Tuffi3'* - 0'167 x 4.00 2, D+L 10299.19 t7603.42 8.2.1 (weak)o.s9 Unity Checkftr Offset Demand Mz tb-ft BmX02S Rectangular Tube O,25 x 0.167 x 4.00 2. D+L -163.67 2025.51 F.4Inelastic Offset Result Case DemandSectlon BmX025 Rectangular Tube 0.25 x 0.167 x 0.016 Aluminum-V Brace_G 1: Results Aluminum Material I 6063-T6-E/P-All Specification: ADM ASD (2020) Brldge-Type Structure: False Heat Affected?: Not Heat-Affected Overstrength?! False Live Load Reduction: None Dlsable Checks?: False Check Level: Each Limit State Size Constraints Limit Depth?: False Limit Width?: False VisualAnalysis 20.00.0001, Full Design www.iesweb.com ft Capacity Vy tb Code Reference Unity CheckVy tb 4.00 2. D+L -2L6.44 10227.27 c,1-1 Bracing Lateral Top (+y): Unbraced Lateral Bottom (-y): Unbraced Strong (z); Unbraced Axial Manual Kz: False Kz Sides,vay?: False Manual Ky: False Ky Sldesway?: False Av = 0.008 ft^2, 0,02 Fs(Yielding) = 2160000 psf, Q = 1.65 Deflections Strong (dy): None Weak (dz): None Ovenides Override Cb?: False Ovenide Ftu?; False Override Fty?: False Overide Fcy?: False Override Fsu?: False Ovenide Ftuw?; False Overrlde Ftyw?: False Ovenide Fcyw?: False Override Fsuw?: False Page 3 of 7 \1 EASLEY ENGINEERING AND DESIGN ANDREW EASLEY C:\Users\.,.\Analysis\52' Pier Analysis Rotated - Johnson.vap Thursday, April 1, 2021 10:06 AM Sectlon Rectangular Tube 0. 167 x 0.167 x 0.016 Offset Result Case Deman ft d 0,00 2. D+L 0,25 1,00 H.1-1 Offset Result Details KLz = 4.03 ft, KLy = 4.93 n, Lb = 4.03 ft, Axlal = 0.219, Flexure: Strong = 9.931, Flexure: Weak = 0, Kz=lrKy=1, Cb = 2,38 Details Kl,: = 4.03 ft, KLy = 4.93 n, Fclnelastic = 2319438 psf, A=65, trl = 18.2, |r2 = 78.4, Kz=l,Ky=l Capacity Code Reference Unlty Check v026 paclty Fx tb Code Reference 0.2s Unity Check Unity Check Memb Section v026 Reciangular Tube 0,167 x 0.167 x 0,016 Memb Sectlon v001 Rectangular Tube 0,167 x 0.167 x 0,016 Memb er Section v001 Rectangular Tube 0.167 x 0.167 x 0.016 Aluminum_Column_G I : Resulte Aluminum Material : 6063-T6-E/P-All Specificatlon: ADM ASD (2020) Bddge-Type Structure: False Heat Affected?: Not Heat-Affected Overstrength?; False Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State Size Consbaints Limit Depth?: False Limlt Wdth?: False VisualAnalysis 20,00.0001, Full Design www.iesweb,com 4,03 2, D+L 2915.50 13270.14 E,2.1 (weak)o.22 Demand Fx lb er ft fter 4.03 2. D+L Offset Result Case Demand ft Capaclty Code Reference tb-ft L170.77 F,2 (plasUc) Capaclty vy Code Reference Details 0.03 Z = 5.37E-004ft^3, Q = 1.65 Details 0.00 Av = 0.005 ft^2, Fs(Yielding) = 2160000 psf, Q = 1,65 Deflections Strong (dy): None Weak (dz): None Overrldes Overlde Cb?: False Override Ftu?: False Override Fty?: False Override Fcy?: False Override Fsu?: False Override Ftuw?; False Ovenide Ftyw?: False Override Fcyw?; False Override Fsuu/?l False Demand Mz rb-ft -36,83 Unlty CheckVyrb lb 4.03 2. D+L -19,41 6818.18 G,1-1 Bracing Lateral Top (+y): Unbraced Lateral Bottom (-y): Unbraced Strong (z): Unbraced Axial Manual Kzl False Kz Sidesuray?r False Manual Kyi False Ky Sidesway?l False Page 4 of 7 u EASLEY ENGINEERING AND DESIGN ANDREW EASLEY C:\Users\...\Analysis\52' Pier Analysis Rotated - Johnson.vap Thurday, April 1, 2021 10:06 AM Member Section Code Reference Unity Check Rectangular Tube 0,25 x 0.25 x 0.016 Offset Result Case Deman ft 0.00 2. D+L lb 63.2L 10227.27 G.1-1 Details KLz = 2,74 ft, Kty = g.S n, Lb = 3.5 ft, Axial = 0,002, Flexure: Strong = 9,946, Flexurel Weak = 0, Kz = 0.784, Ky = 1, Cb = 2,4 Details Av = 0,008 ft^2, Ca ft d COL002 Rectangular Tube 0.25 x 0,25 x 0,016 0.00 2, D+L 0,05 1.00 H.l-l Section coL001 Rectangular Tube 0.25 x 0,25 x 0.016 Membe Section Offset Demand C.apacity Fx Detalls tb 3.50 2, D+L 63.61 27282.10 E.2,1 (weak)o.oo Klz = 2.74 ft, KLy = 3.5 6, Fclnelastic = 3073056 psf, A = 35,5, )t1 = 18,2, \2 = 78.4, Kz = 0.784, Ky = 1 Capaclty Code Reference Unity Check Details 0.00 2, D+L -130.47 2813.17 F.2 (plastic)0.05 Z=0,001ft^3,Q= t.g5 ffiset Result Case Demand Capaclty Vy Code Reference 0.05 Unity Check 0.01 Unity CheckFx tb ft Mz rb-ft ftr Vy tb tb-ft coL002 coL001 Section Rectangular Tube 0.25 x 0.25 x 0,016 Fs(Yielding) o = 2160000 psf, = 1.65 Member BmX001 BmX002 BmX003 BmX004 BmX005 BrnX006 BmX007 BmX008 BrnX009 Section Rectangular Tube 0.25 x 0,167 x 0,016 Rectangular Tube 0.25 x 0.167 x 0.016 RectangularTube 0.25 x 0,167 x 0.016 Rectangular Tube 0.25 x 0.167 x 0.016 Rectangular Tube 0.25 x 0.f67 x 0.016 RectangularTube 0.25 x 0,167 x 0.016 Rectangular Tube 0.25 x 0.167 x 0.016 RectangularTube 0.25 x 0,167 x 0.016 Rectangular Tube 0.25 x 0,167 x 0.016 0.23 0.38 0,23 0.09 0,11 0,15 0.18 0,18 0.L7 2. D+L 2, D+L 2. D+L 2. D+L 2, D+L 2, D+L 2. D+L 2. D+L 2, D+L Design Group Alumlnum_Beam X_G 1 Aluminum_Beam X_G I Aluminum_Beam X_G I Aluminum*Beam X_G 1 Aluminum_Beam X_G I Aluminum_Beam X_G I Aluminum_Beam X_G 1 Aluminum-Beam X_G I Aluminum_Beam X_G 1 Unlty Check Status Pass Pass Pass Pass Pass Pass Pass Pass Pass Result Case Type Reference H.1-1 H.1-1 H.1-1 H.1-1 .H.1-1 H.1-1 H.1-1 H.1-1 H.1-1 @mbined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check VisualAnalysis 20,00.0001, Full Design www.iesweb.com Page 5 of 7 Ll EASLEY ENGINEERING AND DESIGN ANDREW EASLTY C:\Users\.,.\Analysis\52' Pier Analysis Rotated - Johnson.vap Thursday, April 1,2021 l0:06 AM Member BmX010 BmXo11 BmX012 BrnX013 BmXO14 BmXO15 BmXO16 BmX017 BmX018 BmXo19 BmX020 BmX021 BmX022 BmX023 BmX024 BmX025 BrnXO26 BmX027 col001 coL002 v00r v002 v003 v004 v005 v006 v007 v008 Section Rectangular Tube 0,25 x 0,167 x 0.015 Rectangular Tube 0,25 x 0.167 x 0.016 Rectangular Tube 0,25 x 0.167 x 0.016 Rectangular Tube 0,25 x 0.167 x 0.016 Rectangular Tube 0,25 x 0.167 x 0.016 Rectangular Tube 0,25 x 0.167 x 0.016 Rectangular Tube 0.25 x 0.167 x 0,016 Rectangular Tube 0,25 x 0.167 x 0.016 Rectangular Tube 0.25 x 0.167 x 0.016 Rectangular Tube 0,25 x 0.167 x 0.016 Rectangular Tube 0.25 x 0.167 x 0.016 Rectangular Tube 0,25 x 0.157 x 0.016 Rectangular Tube 0.25 x 0.167 x 0.016 Rectangular Tube 0.25 x 0.167 x 0.015 Rectangular Tube 0.25 x 0.167 x 0.016 Rectangular Tube 0.25 x 0.167 x 0.016 Rectangular Tube 0.25 x 0.167 x 0.016 Rectangular Tube 0.25 x 0.167 x 0.016 Rectangular Tube 0.25 x 0,25 x 0.016 Rectangular Tube 0.25 x 0.25 x 0.016 RectangularTube 0.167 x 0.167 x 0.016 Rectangular Tube 0.167 x 0,167 x 0,016 Rectangular Tube 0,167 x 0.167 x 0.016 Rectangular Tube 0.167 x 0,167 x 0,016 Rectangular Tube 0,167 x 0.167 x 0,016 Rectangular Tube 0.167 x 0,167 x 0,016 Rectangular Tube 0.167 x 0.167 x 0.016 Rectangular Tube 0.167 x 0.167 x 0,016 Unity Status Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Result Case Type Design Group Aluminum_Beam X_G I Aluminum_Beam X_G I Alumlnum_Beam X_G 1 Aluminum_Beam X_G 1 Alumlnum_Beam X_G 1 Aluminum_Beam X_G I Aluminum_Beam X_G 1 Aluminum_Beam X_G t Aluminum_Beam X_G I Aluminum_Bearn X_G 1 Aluminum_Beam X_G 1 Aluminum_Beam X*G I Aluminum_Bearn X_G I Aluminum_Beam X_G I Alumlnum_Bearn X_G 1 Aluminum_Beam X*G I Aluminum_Beam X_G 1 Alumlnum_Beam X_G 1 Aluminum_Column_G 1 Aluminum_Column_G 1 Aluminum_V Brace_G 1 Aluminum*V Brace_G 1 Aluminum_V Brace_G I Aluminum_V Brace_G 1 Aluminum_V Brace_G 1 Aluminum_V Brace_G 1 Aluminum_V Brace_G I Aluminum_V Brace-G I 0,15 0,11 0,10 0.0s 0.18 0.32 0.32 0.44 0.52 0.58 0.60 0.60 0.58 0.52 0.44 0.39 0.19 0.04 0.05 0.05 0.25 0.15 0.2t 0.13 0.r7 0.10 0,13 0.07 2. D+L 2, D+L 2. D+L 2. D+L 2. D+L 2, D+L 2. D+L 2, D+L 2, D+L 2. D+L 2, D+L 2, D+L 2, D+L 2. D+L 2, D+L 2, D+L 2, D+L 2. D+L 2. D+L 2. D+L 2. D+L 2, D+L 2, D+L 2. D+L 2. D+L 2, D+L 2, D+L 2, D+L Reference H.1-1 H.1-1 H,1-1 H.1-1 H.1-1 H.1-1 H,1-1 H.1-1 H.1-1 H,l-1 H.1-1 H,1-1 H.1-1 H,1-1 H,1-1 H.l-1 H.1-1 H.1-1 H.1-1 H.1-1 H.1-1 H.1-1 H.1-1 H.1-1 H.1-1 H.1-1 H.t-l H.1-1 Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Comblned Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Comblned Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check VisualAnalysis 20.00.0001, Full Design www.iesweb,com Page 6 of 7 1/L EASLEY ENGINEERING AND DESIGN ANDREW EASLEY C:\Users\.,.\Analysis\52' Pier Analysis RoQted - Johnson.vap Thursday, April 1, 2021 10:06 AM Member v009 v010 v011 v012 v013 v014 v015 v016 v017 v018 v019 v020 v021 v022 v023 v024 v025 v026 Section Rectangular Tube 0.167 x 0.167 x 0.016 Rectangular Tube 0.167 x 0. 167 x 0.016 Rectangular Tube 0.167 x 0.167 x 0,016 Rectangular Tube 0.167 x 0.167 x 0,016 Rectangular Tube 0.167 x 0. 167 x 0.016 Rectangular Tube 0.167 x 0. 167 x 0,016 Rectangular Tube 0.167 x 0,167 x 0.016 Rectangular Tube 0.167 x 0,167 x 0.016 Rectangular Tube 0.167 x 0. 157 x 0,016 Rectangular Tube 0.167 x 0. 167 x 0.016 Rectangular Tube 0.167 x 0, 167 x 0.016 Rectangular Tube 0.167 x 0. 167 x 0.016 RectangularTube 0.167 x 0.167 x 0.016 Rectangular Tube 0.167 x 0,167 x 0,016 Rectangular Tube 0.25 x 0.25 x 0.016 Rectangular Tube 0.167 x 0,167 x 0,016 Rectangular Tube 0.167 x 0, 167 x 0,016 Rectangular Tube 0.167 x 0, 167 x 0.016 0.09 0.05 0.05 0.03 0.01 0,01 0,03 0,05 0.0s 0.09 0,08 0.13 0.10 0.t7 0,08 0.21 0,15 0,25 2, D+L 2. D+L 2, D+L 2, D+L 2, D+L 2. D+L 2, D+L 2. D+L 2, D+L 2. D+L 2, D+L 2. D+L 2. D+L 2. D+L 2. D+L 2. D+L 2, D+L 2, D+L Code Reference H.l-1 H.1-1 H.I.1 H,1-1 H,1-1 H,1-1 t-t.1-1 t-1. l-1 H.1-1 H,1-1 H.1-1 H.1-1 H.1-1 H,t-1 H.1-1 H.1-1 H.1-1 H.1-1 Design Aluminum_V Brace_G 1 Aluminum_V Brace_G 1 Aluminum_V Brace_G 1 Aluminum_V Brace_G 1 Aluminum*V Brace_G 1 Aluminum*! Brace_G 1 Aluminum_V Brace_G I Aluminum-V Brace_G I Aluminum_V Brace_G 1 Aluminum_V Brace_G 1 Aluminum_V Brae_G 1 Aluminum_V Brace_G 1 Aluminum_V Brace_G I Aluminum_V Brace_G 1 Alumlnum_V Brace_G 1 Aluminum_V Brace_G 1 Aluminum_V Brace_G I Aluminum_V Brace_G I Unity Status Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Result Case Type Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check Combined Check VlsualAnalysls 20.00.0001, Full Design www.iesweb,com Page 7 of 7 T'IASLEY .Erucruruntwcx- --!lDEsrcN PrOjeCt: hge- TaEDLt.EhaEAsf By, Fea Page #: 27/LOCatiOn: M A.,{< futA4s BArt Date: q lr lzl Client:Sotuao*)Iob #: ?azl-r\Calc. Info: Eb<v- AN*r,.{ s r.s bdp ftr^*trt "*uon,,STr$c{u{.€ 1>(p,tc.lovo De=\6rJ (,ortDs = (o F5f L , lV pF O, ?Q frF s,,tJo,^, |tS &PP, @oY*Arc{t (rr+Ds j \5 prrz ; , tra losf .D { s I-o ) ts I b 19 t I t lr -I-*rs rsP€L eor PoseD & h) l,2e'x t),!' Ywvr sre'fi*t5 a1LAJTW P',t ie 5 g$ 4r-u1lE'.qJ l$ $J *d$ *x oi6 FO -QoroE0 TatE 6W far"r,r.r,rrur2 pAOaS FaF- DoClL fPftiftA5, &oV*r1 + \l orpal Cftuc"rcll-11(JP5 E ASLEY NGINEERING ESIGN Project: hera ?€?-ecF,r^Ef,f BY, A.eE Page #: "31Location: x4,po.0tA{s Rq Date: t1l,g21 Client;I -\oH r:s>r.)Iob #: '?Azt - 01Calc.Info: Do/r_ C*,* q,z5'x l?,g' S6c1t{.) ,l)tO prrr,terez- 1xO gr .1orrr D tb'd4 I Ttq' I P|'r)*t'l/tr(r) TtrB, fy? ?N.LI Vtv6 - 14,(' - a Kon-r Npa* o \Z6q' Fuote pr O topsi s \Z6a* - rDp* > r \5p* L,r Fr,o*r BuoyArd toerD = l25v x 25 Yf = vlL;* 'lz oF G{ruO,rro1 ?u\*}vf odSD &sruurlS To'rftu t2fta t3 a>6{rat9r>rrab oWZ 6) Fro*''a5 I 0 > aal V,2s'x eo ?sr(>rE = Wlo*l fuxlc ? Aq<-* 'l TDfku boe)kr.rr Foa.? (o p€?rvs1 = "6\)o* ' t)se (e) ?r"ct u Z,tu + fZ) '2.*q VZau c {fo6 * C$ecr<.1 J, upptn- Du fttpDllt;trgt Dt,4v ur* i4vv aT ,U\rr** ,"r" = 10,-7{ t Zl'-tl,'73-'= 14.7t" .'. u NDEa F.u- lott-D , poetL N.l*?tew up Zq>o\to,o ,{ 7,t^77' ov lu ogr tl uvcoPv ' ffiE foucltltoct ?t\66.) frJrz- L*b ?str6r.J ' Fo[a Stentoug -lo 6*Ar6ru6"; , b) -?ytt t<b" fuonrfs &rzE ttxovt*Trs for.r,orlru6 sft{a^6 Fzoeebupg, E ASLEY NGINEERING ESIGN Project: Aw_ p.1,w*r.{4e}q By' $.@i Page #: 241Location: nl[-(c t1t.r*BFI Date: .r1,1 ,, Client:T'orttsso.P Iob #: 2ozl-o7Calc. Info; 1^ct/_ Cr,ucs 6 r \v,75' beL.ndil 'b.4 Arv'q nP I ?sb ja*1 2lvu ta t\n$/- Avg ?eavelez-lg'L6 - I I I I 2'/,1' | ?qs TuB| tl? ' fio{'r tp,17L- . l?o s ' ft.rerr DU E top>t-= l?ooF ' Fuo*T E\rDyt-r<r L,oF"p , l?on' \ ?d p$t ? Aaiaa* ,f, U5t (o) 2 p9 v zY { Tu a > 10 vls\yl = bez6v C$p+crrrl 0NDEF- bL CoIJD\1ioroS DDev uilt 511cr- vp ,u, - (w;",\ ?+)lF* UNDutt- ?vvt t ofrp Cdlibr-ftu|.rs 2i"- (}Jg:" 453A1 ^rt'-) altt l2L, n+W {Hag Ct;ryzt 'to 1,29'y t?.st Doeu' $&a'flad etFoRTE mrn MEMBER REPORT Level, Standard 8' Dock Joist 1 piece(s) 2 x 8 Hem-Fir No. 2 @ 16" OC Overall LEn$thi B'7' All locatlons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal, . Def,ectlon crlterla: LL (V480) and TL (U240). . Alowed moment does not ref,ect the adjusfirent for the beam stablllty tactor. . A 15o/o lncJease ln the moment ctpacity has be€n added to account for repedtive member usage, . Applicable calculauons are based on NDS. . No composlte acton between deck and lolst was considered ln analysls, carry .Maxlmum allowable bracing lntervals based on applled load, ForeWEl Soltwrre Oporrtor tob Not€t Andrew Easley Easley Engineerhg and Deslgn (206) 423-8907 andrew@easley-englneering.com + 0 + 0 PASSED System : Roor Member Typ€ : Jolst Building Use : Resldential Bulldhg Code : IBC 2015 Design Methodology : ASD 4lIl202L 11:15:s3 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0,1.0Xemn Pagel/1 Weycrfiaeuscr Notcr and/or t6ted in accordance with applicable ASIM standards, For currert code evaluatlon reports, Weyerhaeuser pMuct llterature and installation details refer to www.weyerhaeuser.cofiywoodproducb/documentl lbrary, The product appllcauon, lnput deslgn loads, dlmenslons and support lnformatjon have been provlded by FortewEg Softwar€Operator A Dsion Rcsults Actull O Locltlon Allourcd Rcult LDF Lo!d! Combln.Uon (P.tLm) Member Reaction (lbs)368 @ 2 1/2"L367 (2,25',)Passed (27olo)1,0 D + 0.4s W + 0.75 L + 0.75 S (All Soans) Shear (lbs)265 @ l0 3/4"1251 Passed (21olo)1,15 1.0 D + 0,75 L + 0.75 S (All Soans) Moment (Ft-lbs)653 @ 4'3 1/2"t477 Passed (44%)1.15 1.0 D + 0,75 L + 0.75 S (All Soans) Live Load Defl, (in)0,121 @ 4'3 1i2'0.2o4 Passed (U8r3)1.0 D + 0,45 w + 0,75 L + 0.75 S (Ail SDans) Total Load Defl, (ln)0.142 @ 4'3 1/2"0.408 Passed (V690)1,0 D + 0.45 w + 0.75 L + 0,75 S (Ail Soans) TJ-ProrM R€tlno N/A N/A N/A N/A Supports B€rring Lcngth Lo!d3 to Supportr (lbc) Accs3odGftot l Avallablc Requlrcd o€.d Floor Llvc Snow Wnd Totrl l-Beam-DF 3.50'2,25.1.50"57 229 t43 92 521 1 l/4" Rlm Boad 2-Beam-DF 3.50"2.25"1.50"57 229 t43 92 52r I l/4" Rlm Board Lateral Braclng B?rclng IntewElt Commantt Top Edge (Lu)8'5" o/c Bottom Edge (Lu)8' 5" o/c Veilical Load Lo€don (sldo)sprclng D€rd (0.e0) Floor Llva (r.00) Snow (1.r5) Wnd (r.60)Commcnta 1 - Unlform (PSD 0to8'7'16"10.0 40.0 25.0 16.0 Default Load Weyerhaeuser {5/ l-z UJ =UJo 5(L [Ut E. UJdzoazro-) F C)ut-)ot(L F tu FLOAT FRAMINGAND SURFACE FEATURES PLAN 27-e ';4,ev /, o9tr ftPe*- C,i{ro1,+rltoJs t.6'21'4. -[ot&r- pocrr- 0"pe*. = -l5Z gl P€6?utEE 3rt, D' dF€N 6t"f"1llq (,XW + 6rj -(uB, z 29 o(z Zzjs' -lb'(ftL *FDL' <eef FEe'4\rq N\sf o{efL Tu€S = (S) x ?xcl = Aoe 18{' To-r&u Lsrrb'st\ o? ZrS f,or.:o !A "rnec, $rBF Ee r>gcr.rF$ = l\7' + 53,f, + 58 + l?'e : 3*, vY ^ t'lfu= tl'i s' {or*. Lelr€{t oF tlXD pEF\*f,Fx€E- d,ff or.iuL;ra. Frb6 .r*- grg*r'rtf: = \zLf x t,t/ro -- \z n' 1S'{'\d1t L ?'A.\ Etv6 pcrf iJUDEe -TuFg E>&.ilee.u-t|:f\ \B g,'{rr t n,}t )X ?y'o -1615 sttu;'; FPft$Irrif, c},rTLrA,f O\e\at\rD ^J rerX pecurt6 c*rrurpF 50'4' 7'-8' 7?g(\ \pp 5/. f€F $se ' 4r-* t' I -l?rffr. Co\e&6$ ft.P.el* @ ??u D' 5o ?p$\\06 txtu oq. 3 q.i tr' o rL Egy, 3lt'8'{' 8'ry a,r t?. ,l a $,s r\'3 4'j' 8'{'s5.0 TfASLEY .ENcINupnrNc r,'- - ji'pEsrcN Project: REr. F.€prftqts^r*sr BY' Ap,r Page #: LuLocation:MF'[S rHF*{6 tsAtt Date: r,1,121 Client:iob #r 2a2t-'o ,Calc,Info: prep CoA,rJ C+rr,cS praF (DIJNEeA$pt cftlcrr{,flo^)< o 4utr*4 kftb orr 4rb,qEL e ')^\So * Ert -1le-vgs FFo$.L .D-t \- I fp= 6,4t t\a lY.l" f rct 4o prpe Try A YA" frttera cuu&b, f,rrit = 5,?,'' I or?f t \'ts\rn L Eft6e rturp; - WU=:- 1to fro = l-t ps\ \* - o,te x r?resl :i \or?. psi - kurotrtBsf S1{oer.;S a r WguD stBto6'fl{- = \o'? v6\ x \,3r 't ) 'n /r,', a ta'o'Lv , L$aCy ttterkC = Ft\- " 0,(o * 0.95 ' F*- ,/ @) 7 2'l5v ( frt,p = \\r5 Pgi qdF {o { a Frt,rra Bnf,,(2, b ),( , O€ N(\ r f.u9'. x \.?\ ,nt/r,,a,4" @ /1rt1w '/' l, Y.," Rulti,l rs Fteubo|'rf = C$tt:* TxrunNt, ot r\pFtu+-. ro.lse lo?<t t\l\ \, " l0?S* - \n \r, -. l.ri f r I = \.\Srn'l pae $rsg $.*;.x.)fi{. tl*lrl J = 0r(eQ'l I tl t'ry- = lo?5\-tt *o'uo/,r,nu ' {tzopa\ o*e(12 oiyy!!y!1't=\'r.,5vi,r' c\e,9" g#tF=g'=*l'?-'JL (pratruuo ?os \-q ,"a'r it€p,s 1,r9e fi\.r' f v 2l6otx 2oo t Z\a:Dtl- \n r,lrl= "llso* {, 6-r = \ga3Pti , ou'B'1 \$tFtic{,0$ Mf " \Z , Vuvii x\,0?,$Yt.r.Z = 21,'y6 *-r*@ 2bu Ltqo* [,*re e* E*dup6 oO g"D___ L\*e ?;60*Mt, = l,fu I Zlro* - Bzzst- l\ \,5' pporn L?y?,-1o bo6 eApS Sboo il "'n@S! = br"o"op,y ,u/,,u, T:ASLEY .ENCtNgUntNC,:",- ---sDEsrcN Project: Rgg peFLt<cc*urrrrf BY' log Page #:uLocationr f{*{3 11A.1g1S Billl Date: 11;, ;r, Client:Iob #: lozt - 6lalclnfol frrcn e&Lca cov.r7\9 - [Yl]r Cor4f5z€S6ror.) ? - \r$r^16 (z) zUZ t f 6 L = ?r?'//zst T*ts rs l&(v l*frvN }:Est6r*) J SoOO $ Fpout c"'v' f*N6.,rp) X b.o2 = \tco* TvVeS O'ek |vat)d,op, ! = ot534,",t1 rl ru3g Ibotx lrz'P/ /sx lotoosro pt\ )' '?'x o 'E?'l rviq * O'3o" bu -- 5 PaFx qr , ?s (cF l) = tlop:F x 1' , Ibo pup b +t-l$a prF [cceP<rvgr,rr F5 ,rul !3" rvnvrr-t lr i.up cbbE-D fae*usus ,/ Lzx"xl4 ^t Ll*" oL {1 c 25vb\, a ,1,\€rnl s--o.6,1 r",3 A.-= o,?sr*nz ( = o.9lr$ 4 t,2 (o,.1r ) ( H" ) = ,'" (o'u'; ( #)z !11,3 >'lv 5ra ufu t T.7 ,', \u: i{'x voP'r/z.r 7w pLF ,\ fwu " t*1, rcoxa'/na r{72os-in !, rr-" tuonl,ro,.rp = 4w Vai l, f[ = tr2s2or-,y-.. ? =gooofsr too .4 r[rP, y' /'61v" {br " 't ;ve\ |ll,gs : 13r5v5t t/* ' Lt|'' /. ^. : qz,-t/dr 1 I rvr (rr'.r)4" + \,.1 ('?:?,6-2")f ,vtl : ?\,1 < Bc. n-, (r ,,W) = zz,r, Dc = orr B. J"'%'- = o,\t*l l l'2 atL I ,, rbc (uo - #r ) 3 \\,s\as\ @ > bvsi it,/\ l,g6 ewvll " ol tbolv'xYuq/- 1."1,4€t- - t ?V,Iy lDl€,bDdop$i x 1,tptotl :a 6r, 1 ot'r''l,o *'#:.or[i y' TIASLEY .ENctNngntNc ><- --!lDEsrcN Prolect: gge ?€DLtc';$,ri6r.bT By, Npa Page #: z8Location: "r*1q utn.s e.*\t Date: 41,121 Client:I Iob #: ?fLt- oCalc. Info: ptE ra C.A.t'r_\s, - hreLDlt.rc (OOtoZ - Vots4 rrrlTly *nrla t/()E4D FrtrEs (s'*U* o,. foo) Af,u:ro6'grgt F= 5E\ oe \\,Swl uprf,c'r(eeD - -T7.1 ",.2 -\{ uv 3/16 fr,rr, Pn= 5 r orlgg,c" - # = o,bbvlrw ' une 70 -rT c.toaD , f mRl -- Lza* b'bL*ln X +u Wco? LErr6tl,{- = 2tuqo* orl \F u6s y+" €*p = Zsao * ,r-I - Cveew ts€oap6 <rp EArr.ru$ Due -(o f2*ru uo$e O ?.rD* T= C, sl;- o,zv **r"/r*,= ?,\ v!. rr^ Lw, 1" :. +, \ (2.1v-:,.) r \roF..,lv* { t ,ro9tweto t t,,,: o. zau i, vie 51fu' Wr> l* veg 6g4tL FIN'V T-c-rl. 0.2?ou *-ll,'t rztauD -f--o,2"Yn""/,{,?P-'ta Lu, = 4't = \,zv:'*f ; l,oe */rn /4' ,\ usd Y+ '' R,rrr "*/ welded constructlon TABLE 7;1.3.1 GUIDE TO THE CHOICE OF ALUMINUM FILLEB ALLOYS FOR GENERAL PURPOSE WELDING Bass Metal --+ Welded To Basc Metall ffin tqes, 5456 5454 5154 ; ;5086 5083 5052 5005 .r050 3004 Alclad 3004 1100 3003 Alclad 3003 1100,3003 Alclad 3003 3004, Alclad 3004 5005,5050 50J2 5083 s086 5154 s454 s456 :4043 s3s6b 4043@ 40439 s3s6D i356b 4043a 40430 404!t il00D 4A430 40430 5356b1 5356a 5356a 5356D0 535600 5356a s356.! 5356a 5356c 51830 53560 53560 5356 5556a 53564 53560t 5356D0 53560 53560 53560 55540! 53560 5356an 53560 53550 5356d 53560 53560 5356a 53560 53560 5356d 53564 53560 53560 5183a 5356dD 40430 5356Do 40430 40,43cd 40,430 @nD 40430e a-5356, 5183 or 5556 may bs uccd. b-4043. may bc uscd for some applicatione. c-51 54' t254. 51E3, 5356 and 5556 may bc uscd. In somc cas€s they prcvids (l) improvcd cotot match altcl anodizing trcatmcnt, (2) hishestwcld ductility and (3) higher wold strongth. 5554 is suitqblc for oio:vucd teiniinirule servicad-Fillcr metal with the same uralysie as thc base melal is somctimes uscd,c-464t may bc uscd and ie often dcsirable so a! lo provlde hlghost strcngth in postwetd hoat tredcd osgemblios. TABLE 7.1.9,2 ALLOWABLE SHEAR STRESSES IN FILLET WELDS.kgI" (Shear Stregs ls Considered To Be Equal To The Load Divided By The Throat Area) Filer ^nog lr0o -F4043 !l;l 5i56 Paront Alloy I 100 ' 3oo3 Alclad 30O4 5052 5083 s086 54s4 s456 6061 6063 7 6.5t 3.2 3,2 4.8f 7 1 7 7 5 5 ,_ ; 8; '5 SJ E.5 8.5 8.5 8,5 5.5t I Allowablc strcrlos for buildlng Etructue. tValucs controlled by thc cxpeclod shcar Alloy 1100 . 7.5 kei4013 I t.r f-5356 l75t54 l7J556 20 tMinimum il ,s-w|h.z 55