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Specifications (14) 147REVISION . AQ_Wk WD Y Structural • Civil Engineers APR 15 2019 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS FOR PWCC 7569 SW DURHAM RD SOUTH STAIR DEFERRED SUBMITTAL TIGARD, OREGON APRIL 3, 2019 rsr C 7!. R1..GOX�. ' * : to, y RENEWS: 12-31,2020 WDY Project#19804 DESIGN PARAMETERS: 2014 Oregon Structural Specialty Code (OSSC) LOADING: STAIRS UNIFORM LIVE LOAD 100 psf CONCENTRATED 300 lbs (treads) RAILINGS UNIFORM LOAD 50 plf CONCENTRATED 200 lbs any location COMPONENTS 50 lbs over 1 sq ft CONTENTS: CRITERIA ST-1 STAIRS ST-2 to ST-20 RAILINGS ST-21 to ST-26 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland, OR 97221 •ph:503 203 8111 •www.wdyi.com aW D Y Structural. Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-1 Client: Instafab,Inc. Date: Mar 2019 By: GGM General Layout -.-I 4.6 4,-6 4.4 4'4 r-e 4 re - ....-1\r af. 1 'i lir %, ~-`1zvpe-z h� V/5.10130-4 ASIS i i ,, Asst HS5I esL er-1 GIG Ala AL ��� Ark . -gamin 7, 1 I I ARA ?23' II 1'4 Design Criteria Design per 2014 OSSC Section 1607 and Dominek Architecture drawings dated 09.12.2018 Uniform Live Load: 100 psf Concentrated Load: 300 lbs (treads) Components: 50 lbs applied over 1 sq ft area Max Deflection: L/360 for LL Seismic SDS: 0.716 Importance, IE: 1.0 EIWDY Structural Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-2 Client: Instafab,Inc. Date: Mar 2019 By: GGM Treads • Tread span = 45.0 in Tread width = 11.0 in 300# Tread thickness = 3.5 in Matti density = 48.0 pcf �,. Wo = 12.8 psf WUNIF = 112.8 psf G �� PCONCENTRATED = 300 lbs MUNIF= 181.8 ft-lbs MCON = 281.3 ft-lbs MMAX = 281.3 ft-lbs 3375.0 in-lbs A= 38.5 in2 S = 22.5 in3 I = 39.3 in4 M/S = 150 psi Fb = 850 psi NDS Table 4A Flat use factor, Cfu = 1.2 Fb' = 1020 psi RMAx (uniform) = 194 lbs RMAx(concentrated) = 273 lbs 300 lb load adjacent to one edge 3/2 RMAx/A = 11 psi Fv = 220 psi NDS Table 4A E = 900 ksi ATL(uniform) = 0.014 in L/240 = 0.188 in ALL (concentrated) = 0.016 in L/360 = 0.125 in Use 3.5"x 11"#2 W.Oak treads attach w/(3) SDS25212 screws at 3"o.c. aW D Y Structural . Civil Engineers `s! Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-3 Client: Instafab, Inc. Date: Mar 2019 By: GGM Clip Angles Unstiffened Connection angle per PCI PMAX= 273 lbs max tread reaction Vu = 437 lbs Selected angle: L 3x2x1/4 (LLV) = 0.9 Fy= 36,000 psi br,= 8.50 in t= 0.25 in e actual = 1.50 in k= 0.56 in e„= 0.94 in Vn = 4590 lbs Vertical leg length = 2.00 in e; = 1.8 in Pu = 228 lbs Tab plate weld: Vert. weld length 2.0 in ex= e actual = 1.5 in a = 0.75 C = 1.66 AISC Table 8-4 Dmin = 0.2 /16ths Use L 3x2x1/4 x 8-1/2" long w/3/16"vert fillet each end tilW D Y Structural . Civil Engineers lismil Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-4 Client: Instafab,Inc. Date: Mar 2019 By: GGM Stringers Q'V 4zxt.Szv-e Prat , ��er-o nc T vis-sonsor-zi --141146 HSSUlti ern © �_ xsss. ; T- 0 Tit rm� 06. aoxtsa Pill - ,irr - �� niirAA 417 Horiz run: 19.83 ft Rise height: 11.71 ft Design LL: psf sf Tributary Width: 2.00 ft Uniform LL: 200.0 plf Rail weight Component Wt(plf) Quantity Total Rails- 19.3 plf 5/8" dia rod 1.044 10 10.4 Treads- 28.5 plf HSS 2x1 3.03 2 6.1 Misc- 1.4 plf FB 1/2x2 3.4 0.8148 2.8 Stringer self wt- 15.3 plf Total plf 19.3 Uniform DL: 64.5 plf Slope factor: 1.16 Uniform DL: 74.9 plf MMAX= 15071.0 ft-lbs LC18 - DL+ LL on run only R1 (max) = 3722.0 lbs LC20 - DL+full R2 (max) = 3080.0 lbs LC18 - DL + LL on run only design base for 0.2 x vertical 616.0 lbs WD Y Structural • Civil Engineers bind Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-5 Client: Instafab,Inc. Date: Mar 2019 By: GGM Stringers (cont'd) Selected Shape C 10x15.3 ZX= 15.9 in3 Ry= 0.711 in Fy= 36,000 psi Lp= 35.5 in Lb= 14.0 in (distance between points of lateral bracing) Mp= 572,400 in-lb Mn / 0 = 342,754 in-lb 28,563 ft-lb MMAX= 15,071 ft-lb--> OK A LL= 0.519 in U360 = 0.661 in Use C 10x15.3 **Treads to be positively attached to supports to provide lateral torsional bracing Brace for 20% of vertical load H = 55.0 plf SDS25212 allowable V= 420.0 lbs Quantity provided 3.0 Capacity= 1260.0 lbs per tread Use (3) SDS25212 screws per clip angle Landing support connection: PMAX= 3,722 lbs Select weld size: 3/16 3/16 in fillet allowable 2,784 lbs/in Req'd length = 1.34 in Use min 3" of 3/16" fillet weld stringer to HSS rim/ D Y Structural • Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-6 Client: Instafab,Inc. Date: Mar 2019 By: GGM Stringer Design -.265k1R O., N( ill' 11$101 - ,41011 li SI'IIVI,N III, SI �I,I,III, 14, 1III 41 I�I 4I I ,I II C114 II SI0III, M I 1iif y 40/0 , Ii11 lI II, FI I4 $.22.6 , I11II II II II IISIII �IIII � I 01!Ill) , IItlit , IiIII101 I , 1� oro 4 N2 3.310.0 0.9, � 0/0 N6 3.2/0.0 W D Y Structural . Civil Engineers llama Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-7 Client: Instafab,Inc. Date: Mar 2019 By: GGM Stringer Design 'Nov 61ruc ural&Civil Errginerss OFS Stair: Ap?5,2c114 1.00 E Dal] 0[kali • Nu Them, „t>anaitu(tuTt Yielelkal_ Ry Puha] RC 1 ,A3B Graf 29000 11154 .3 .65 49 36 • 1 5 58 1 2 61;2010 N°A57 GrG0 . I.=-2901.0 111.54- 3 ,6S. . : , ..49' 50 a.t ,.- 580§_ alg421-Vgig 3 A902 29000 11154 .3 .65 49 50 1.1 58 1.2 4iaAri00'Gr.42 '29006ZZ l';;,;---1.1.4541;,:. ;;::.;;;;;;;;;.;'.3 ',;';135MS: .OZ4gEO 42 .. ..:: ,1;S.:A ._-58 1 V_. 5 A500 Gr.46 290IXt 111154 .3 .65 .49 46 1.2 56 1.1 Hot Rolled Steel Section Sets --,._......Labsl ..__Shave._-_ -Tra .. _.__._..Oesian.Listt Material Dasian.RulaS___A1ia31.-_-..Iy}rtin41 ..,.Izz.11n41_._-J.fm41..... 1 Stringer C10X16.3 Beam Channel A36 Gr.36 Tvoicel 4.48 2.27 67.3 .209 2 Wit;' HSS5X5Xti ,Column Sottaiiiirrube A500 Or I .Tiiiiica116_18 2121`- 21 7 5.'1- 3 Read I-i:SS5X)X6 Beam Tuiza A500 er.4t; ...Typicat , 4,765.25 14.1 14,9. Joint Coordinates and Temperatures ___. Label__-____ ... ._._---.._X(111. Yfft)__-_ . .---.7_fRl,.__. .__Tern!_IFS____.__.____.DetachROM Diaphragm _.... .__....-- 1 N1 2.5 0 2 70 3 t43 0 11.3 0 70 . . . =2.8 11.S. ,i0 7(1,,; . .,4. ;.. . 1+14 5 N 7 N7 4.667 11.3 4 0 9 N9 0 11.3 4 0 117 • Ii111,; =2. 1113 e42., Joint Boundary Conditions laird Label ..________-}{fWinl._.._ _._Y iloinl . ..,, 71tu1n1_._. ..?C Rot fk-ft radl__ Y Rot,lk-ftrradl .._7.Rottk-ftfradi 1 N1 Reaction Reaction Reaction 2 ''"'''""'"5'''''"".""''','1‘1202.:"'''''"'::::'''''":'''''_ w Retactic n :eai>tiEiti .. r ;; . I 3.. .-__,.. NO Ren.._. . Ru cLio{l Member Primary Data Label _.. I Joint -__J Joint --K.Joint .Rotateide.,Sectio Sham_.Tyne Desist List Material ._...._Desmon Ruias --_ 1 M1 N3 N4 Slrinuer Beam Channel A36 Cr.36 Tvoical „ M2 > N4.:'; ,.,N5<._. _.. .. . Strincter.;:'.::TBeafti Channel"i A3t;Gr,36 , ' dial 3 M3 N5 N2 Stdrwiar Seam Channel A30 Gr,30 Tvilearl 1M4 . N10 N`tb, Post:-.,geolli SrjuxreLb Gr.4f T lce1.a ..:" i,4 L., 7 „a;_ f r . ; r. A36Gr36 Trf. S M6 N7 , N8 Sixliii et BeamChanneli438 tri 36 "•t Tvnfcal 07,rii_ A36G13€ r. - 8 . . :•MB..: ' N3 ` 1+NE _ _ . Stringer 'Beam<MIZhannet4 A36 iii iic l <i 9 M9 N4 N10 Beam Beam Tube A500 Gr.4L Tunical I40 . ..[st14i1[li ,..o aggNi#M5initil8 ....,. ,.__ Beam .,.=Beam„- Ttt(1e.. .Gr,46 Ti,jli.6ii. Not Rolled Steel Design Parameters • . _Lobel _ ___Shave iar'crlhf6_"_Ihvvfill ,Lh7TIftl _f curnn toot.I,00rno-bo&l.=-=lora,, Kvv__�.X= _ Cb_ Function 1 M1 Stnnc�er 2 5 Lbvv t3ravitv 2 .,. M2.._, .;Strinoler2.167= _._._ Lbvv.::;, _' GraV1t :, I3 M3 Stringer 20.971 1.2 1.2 1.2 Gravity ,_ M4,.. ,.": p 1,:3 _.v, Lbvv.,"i_ ....._R _ GraVIIV. . i 5 M5 Stringer 20.971 1.2 1.2 i 1,2 Gravity RISA-3i)Version 17.0.2 [P:2019c19804 PWCC DFS'tAnalyaiet2D stringer.r3cJ] Page 1 nihrDy Structural . Civil Engineers km'ma Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-8 Client: Instafab,Inc. Date: Mar 2019 By: GGM Stringer Design YV1DY Sinictural&Civil Engineer* OFS Sleir: Apr 5,2019 Hot Rolied_Ste,e1_,De$Ion_Parameters.i.Continuevil__ ________.____ __ ___ ____ _„.._.. ... .._________ , Leibl Sheicie .ewrilbin _„„,lb,.,041'111... .,,,I.bzzINI.__14-ereri Mel kdetlift befd. ;71ele..., „Kw: Kat Cl, Funetiewt::„,,.._„., gege ag-E,r1A6'- Sitiltibieti?;1A67*il•%,:,,--..host:k..:,,::!,.,;:.,.:,,;::,2,v,v,f,T:i;;::,:,..,::,:.4-.:4: ,.,,i ,-,:-:,. '7 M7 S1tinaer 2.5, • Lbvy • Gravilv :ithltgg g-7.';'-,---,--M8 ,''Sliiiiiiibit gigkelVg:ig.itiimaN00:6!:Iggigialaa',',sgokiitYyy - : .....' ,f,:gc,k4; .m.:,:xsifig,5:t 9 M9 Beam 2 Lbvv ' Gravity 0.113:c4 agi:M1-0R,k•!,,iR8-iiitiffeja:iggE,2:"6",":"•,,!","•,•"- ,,,ASESI"teglIA1 0681,01V-i;Mft,-.§,Ati'644,:. 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I M1 V f -.2 -2 0 0 3 me Y I .2 -.2 0 0 1 Member Distributed Loads (BLC 3:LL-mni Member Label Direction S Lad MannitudePift—[End Mabnitudelk,ELF„, Start Lslclio12 r4141 End Locationift, I %1 1 M3 V -.2z 0 -.2 Basic LQf Cases BLC DeacnoIlort Celery X Gravity' Y Gravity Z :Gravity :feint Point Di'-iribulett, reetMe.,,,Stirlece/„. 1 DL DL i -1 6 2":1":11 z,-:',10,,-,'•••:::!,,!:,•-,,•••"•,,'•'4,-,-,•,--Lt4 "'"""':'''""'"'"'":""::''''''"'''''''''''''---:','"••LL,•-',-"';:"'.':':----n--- -:':":"-'0"'"'''''''''-'7,!,,i',,,,,,,,,,'•,;:::::,'',':,':::',"':,"'''''""'"'''','""'"1,''''",'''','"'-' ''--.1''''''F'"-''''"'""1"''''""""""'":"- 4 3 LL-run LI 2 :::-::;:!.il:4'sii:•.g gafivit1246tifibSittisTled-'.:::410 .,...2::4;:iagiggligacefailegi Id11,.•:,:1,',Vg!'„,.::....t.:•: :,: ,, ,;:,:,:::::::i::1.0ARRI:;iniE,•...-.,•.,..,:ai-otamis a2.::fsi:;,1g:g4! ;,:-;:,o Load Combinatktns 1 DL Yes ' C 1 1 2 DL71114ali Vire wa,:e ar.-..-:,,,,, :,:,;,:ilo mqs 41:gilt 3 DI,7 LL run Yes ! C 1 1 3. 1 6 DL=LL e... Yes C 1 1 4 1 EtiVelOrtie Joint Reactions Joint )(Ikl LC Y fkl LC Z ikl LC MX fk.fkl LC tAY Fk.ill LC len tkrek LC 1It '.::: ' g,18 1l : giNIttieg4.' tt '' i7 ' ' ; = 1;* 14, A - VNPp waolgp15,, ,, htg10.01kIgw,,,,,,,,,,pg,:,:: PISA-3D Version 17.0.2 [P2\2019\19804 PWCC DFSNAnialysis4.2D stringer.r3d] Page 2 riW D Y Structural . Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-9 Client: Instafab,Inc. Date: Mar 2019 By: GGM Stringer Design WOY S1nuciitrat&,'0iyil Engiporss OFS Siair; APt 8.,2819 -`Ernvelope;glint R ctions(Continued ___. ---- _. . . -- .. _ ......-.. _ . .iinJ ..k.1.10- LC Y Ilii Es. ;rk1 1.c MX 1 I. t►'�_ 1- UAL LC 3 N2 0 5 3298 `4 ,009 1 0 S 0 5 0 S ,`:4 p� .0_ 0.-i�_-.0 913.. i2. �.403�L r4-i 17 __- ,x i __. 0_z ...1v ;01.,2 _ _,_�1_._: 5 NS rim 0 53.229 3• .033 3 0 5 0 5 0 5 :6 Wim:=. . sr mire 24:44:::(:g '�.9l1 _,,_.;2 ,..009 :...`it 0 _, .a`.1j-q $'•-'341.f.:2''''''''':''_ 0_ ` '1 , 7 To1aIs - 0 5 ,14,0J 4 ' 0 5 '','• •M "'Ellin 0 „ ."t4463. "=`I a'Itt :.4 l ,. , . .. _ :.:; Envelope Member Seetlon Forces• 1 M1 1 €rbax 0 2 -.053 2 022 1 .332 • 4 021 3 095 3 _2.;`, �,..:A itrith �_i103:-;.4 - g . _ .07s t ,.` I97,. .t �_ _006.4.. ,.. 1 . _ :022 2"'1 � _.4.4.4.4.,. 3 2 'i4x 0 2 -.258 1 022 1 332 4 .049 1 1.264 4 IA ,..�i:,__s, lrY1Irt 5-.003: f44%. .,x.82:1 .44-. .078;`..4 >.097 .1' ..1765.. .4",E•:•J. ..416 _g _.1 ;•i 5 M 1 rix 57 4 31134 4 Q 2 052 4 -0 8 4 6.243 4 t _ : Amin .,124.., > Y. .. .9 1.r -.002 5.... 004,.,.2<., ,..',x107, 2,,..-; 817 AS 1 7 2 ,max 57 4 2.6/-5 3 0 2 .052 4 .082 4 Q 5 1 8 ,jiift t: 121 2 , '.752. , i..'ei .002=; 5 -.004- "2 -.005 2.V:.. 'p. :..g.411:':',,:i 9 ,_M3 -t 'r6sx "291' 5. 2.471 4 4 70 " • 5 097" 4 0 5 V.40,1`,-; Mkt 974 3 =x"04 1 005 4 .0 1'` 1)08 2 =0 -1 ;1 22 ienioi*: 2,257 4 .704 2 0 2 0 5 0 5 0 5 `� 'arab.11-i0-94;':'!"'7.0:::4•_.._ --2,471.. : - . -i,00 ?4.5:-.' 0 i - '1 . .4 =>Ri :1 13 M4 1 criax 8.238 4 -.1.59 2 .007 4 -.127 2 0 5:_ _ 0 5 4.14 aM:I .4.4,.4,.4.,-ramrrt 2.'612' Alp*i'.4. -'62"6 4 .00ss = 3 .,. x8105 a4`+, _ t f.. 1' .; 1 15 2 mix 8 • 4 -.159 ? 007 ` 4 -.127 2 082 4 7.07. 3 ' :113 -. -2.::t*Ott x2.37.:1_ .a.X626 .3. -. .5 3.. 8+05. Wi -.069. 2 1.791'. (((.2A"4 17 MO 1 'rax 1.828 3 2;684 3 002 1 ,opis 4 1304 4 • 0 5 n18 mM..-r51.' 2_ .748 g,2,: X01".. 4 ,,0"x_ AM....001 1 to.. 4441 nee% . 74 • 1 1 - r ii 1 a r;,. -,:141-. ' 20k. .min•.-14124 .•; -2.285..: ,:4. .-01- - 4." 0 . ,1:` .-.20.1 . . 4 " ._.-4.037 3:11- 21 MS t' max .105 3• -.753. 1 -.002 ! 1 • .1 4 034 1 917 -22" jnin _="_033'1. ..'5. ... <-2.693a-s 4�: = .009=�" �1 i0 e." '1 .__16@ 4;0@g4.1337' "° ,2•35,,.1:"`'{ 23 2 max :.105 ' .3, -.926 1 -.002 1 .111 •4 -.039 1' 2.597 4 ;: 4 ., ,rnlri .0.33 5 ,.gp. 3799itt .,40 21009- 4 . r 0 '.., 1°x -Alt 4. 61 .. ..1" , 25 • M7 1 ntax •.003 4 .707 2 _078 4 .084 3 :1747. 1 .872 ' 2 .. . mt .;r . .131.P_: 3.^.022 1 004 41: x. 66 :::.:!..04"!::. _;017 1 27 2 jnasx .003 4 .008 2 _078 4 .084 3 .03 4 -.022 2 ==283 >,.: 1*,rii.:>0..._. :2.. . .---_069 3..._X422. 1 -034 :.2< _0087 . "1' 00 ,.•,..:1:!;:•,:,•A 2. Fula 1 7t- .078 4 - 1 S 4 2 if tower .008 1 337 4 30 . _., rriiri '022... ., i =.0553 <. . `'-,002 4 .-.0958 a, ,. .021.. .<3 09a7;. ;.1. 31 2. ;r .078 . 4 .089 3 0'. 2 ' x.022 2 '-.008 1 .034 2 43V('455-Ienl.gfagli ge mirn;.022 'i .008017-E: 02*,•=40 ' 4, :_•09 :"3' -.03 .± w'4 .e 084. °,...Y.-3::;:;•,.'.1 33 M9 I Edda 022 1 •-11-48 1 473 4 1:274 2 045 2 .06 5 3112 s. , ..v OW 041175';:! '4 ,y .. ;.-3.907=_ 4 `:.121 r 2 -5.185543' 28 4: _,_x28 , t'44:1 35 2 max -:022 1 -1:213. 1 .5573 : 4 . 1.274 2 88B' 4 7.747 4 X13{ SIMSEVE MEg jnln -:075'=;:'4, -40291i0A &''''.121-1::-:5:::-.2.:.•'• .5-:185 "3 _1.97,.4 ,:2; 'i '2:-3112 .!:,,,:1;:;:;:::;:: 37 M10 1 : .-.024 1 -1.129; 1 035 -. 5 1,96'' 4 :026 3 .003`. 3 i 5 > - -rrtf088` ".':4 3,-938x -:;:$',::4::g.:` .103==-, 3 :._is igig :.2 . .031 r 1"r= il!T 4.4.!'.4(1 i.:. • 414x 4 1 - 1. 1' - .•'1:• • 'r3• , '4E1.r o-.. anir', 066',:4 .. • ; .97`47. 4 ,-.1 t 3 18,. ° `-.181 .`:!: 2276 _ ;1 c Envelope Meiebet'Section Stiwsses. i Mi i 'naX 0 2 022 2 -.01 1 010 2 .084 , 3 .:216 3 021 1 ;z2i.ti.. tfiret.lieWttl 41 -.054.4 i.3. -0 _4 .084 =. 1V:= 2 064 :1 . .0i7`h `3- - I • 1'7 'I -.r1 1 1: • 4 - 1.; • -;7 4 .1 .r. :,}grin.Vag,nrce ,;; -.3x,2 4 .035 .' :4 a1 x127 d.; ., 371 = ;1 -t82 . 4 _.:1 5+1 , 1=: RISA-3.1)Version-`1.7.0.2 [P2\201919804 PWCC DFS'ilknatysisV2D strin9.r.r30J Palo 15WDYStructural • Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-10 Client: Instafab,Inc. Date: Mar 2019 By: GGM Stringer Design IVOY S1nlic4uTil.4 civil Erigiti u OFS Stair:. A.i ,20-la _Envel+ pe Member_Section_Stt'eesses_(Contine d.!_. ....___--------.-_ -.____ _.___.. -- nr .>.a. _§. vAtA t 0 ;i1 is• P st r Y TQGlktis .i.iksi 4±-3-901,1101 .0 i kAii t.c_ 5 M2 1 Mak 127 4 1.327' 4 �^ 1,62 5 56Q d 881 4 025 2: ,.E;G," L... ._ risen : .027. : 2= X85:1 „F 5.5661 1,.62 _4 _1 76.: f2;:--1W;42.842 : 4= 7 2' Max _127 4> 1.089: 3 0 ' 2: 0 '0 5 .849 4.' .021 2 x._ .. . ..:�`6=, �..�.. .z�,�. . _ ...�a ;mm ��D�27A::�-i k.3.13 a.V. 't �t O,,.ail ,_ ttiM:�I Qtr .£+4W=+t 9 •M3 SOU ma .55 5 1 03 4 0 Q Q ..5 1 006 4 . 025 2 Air .,.f.".�_ ,j etty . , 3F .793< >1-3 -.007.., , (1,_. t.-4.1.4113M1 1 41.07 Y c'x..' :.375 ,4° 11 .2 yak .504 4: .293 2. • 0 , .2 0 .,. 0 . 5: :0 5 : 0 6 :44 ._ -r .,_..:,12•._ that aVi4ast 12A V4ilt03ZO.:•A0112TO gt4C.aM0 MWOMS-ff1 0 . .1, sweltv:1 13` M4: : 1 max .:.1.333:. 4: -.057 2 .003. 4 iD 0 5. 0• .5 0 5 '" :.:mm` :_423 . .4 :227.=«63 :402 3`-. „p _. :1,=:,-:_.:wegitir AE 0 __,' . 15 2 max 1.2}35 4 057 2 0173 4 -2476 • 9 774 3 114 4 082 3 1 'itmki• ,kis .a tee._ 'mien 384 . .. : .2227''"i8 W002:8 002._ iii -9.774.: '2.47$: 4-7 .4.082 3. :; 14W44; 17 M5 1 max 40a 3 111 3 • 0 i 1 0 0 0 • 042 4 004 1 1 Y.. 1ri'lit, X115 2":1 .312w,' 2.' -.004 :4 0 `=; = 0 a_ 5.14f11212 1 .0`14 .: j{ eey _ ►{,;p. 1 _yyyy� 1 �y--. : //77 p.''•e4 /. --.; .. _-I ,.y 7'' . 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" _. 1,;-259. _ >.,a z."1 • mak: J -,069 NC 1 mi1:. a . ,. 1xt*klzfnieggerO. =069 NC: .. _ 11 M7 1 max 0 012 NC 1 xr;=_ . .w, ,... 1. . mm ,. r0 -012 ., N . a. 13' M8 1 Max 0. • .093 NC• 1 telkW itanaltagemememmktagmenaKagatetigftWag,'zookegicr...-:;::::.;i:ogi, . tn-1093: . 16' M9 1, . mak 1.51§ • -.003 NC 1.0!-- 1 ,� win 0 .-j 9 1'1 '1 a42 17 M10 1 Max 1515 002NC 1 u. _ ,..008 __ . .. -1.094 _... I ISX30 V•erslan:17.0.2 [R:12019\19804 PWGC DFSti.Arlal s\2D strknger.r'3dJ• Page-4 • Ell W D Y Structural . Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-11 Client: Instafab,Inc. Date: Mar 2019 By: GGM Stringer Design WDY Sintdmal&Civil Frigiglear4 OFS SIaii ; Apr Vis,2819 Envelope 4($c 15th(360-101:LRFO Steel cOc ' Cfs99ks 6 er aS rcr 2che. t2G 1 4. „,51)00(,C11..„,51)00(,C11.. ti'ciflI. lair Lc..Dli' ric..sk PyiL.,Dhl'Mm.4b(701). cb .gqn 1 mi G Q 096 1 237 z 4 132.19 4 145.152 4 988 42 93 1575 H1-1b 2.' `..M2 11:114.3 ;1t t3- i`. o 4E, .X070 .:-.:..::7:-,-- , +k'; 135:sot 145.152 4.988 42:93 1'IQs;HI=1b 3 M3 C1o(15.3 .315 10.38 4 .0630.971 v 4 87-233145.152 4.988 42.93 1 Hi-lb 4, --IU14"• u:151356)M :,9.214= 1`1.3: 4 ..it 03 i '42,D�,... v 4 179:,89 266,852 38.$7== 36157.,' 1,578 Ht-1b 5 MSS 010X15.3 .371 11.65 4 .067 0 v 3 87,233 146,162 4.988 42.93 1 H1-lb 11}':8'. {1118 19X1..3 -063ui1174• 9:, 4' .v.:088 1;2941 t -5.74'.,•,. 116:394.145:152 4.988 42493 2.122 H11b' 7 Mi C10X15.3 .075 0 3 .026 1137 z 3 132.154 145.152 4.988 42.93 1.115 H1-1b ir.. 1$18 CIDX1543 9..:07-J' 0” 3, .048 1:98 y 114251: 1451.52 4:9 1 "42:€43 2..261 1-liAti 9 M9 HS85X3X6 .48.7 2 4 .338 2 v 4 192.114 197.892 17.595 25.323 1.722 1-13-6 10- M10 H5855X3X6 -' 414 '+ ` 2• 4; :168 2 ' %r' 4:, 191,114 187:852 1759525.323 7,592 H11-1b RISA-3D Version 17.0.2 [P:42019\19804 PWCC DFS'AnalyslsN,2D stringer.r3d] Page 5 FlW D Y Structural . Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-12 Client: Instafab,Inc. Date: Mar 2019 By: GGM Stringer Support Beams -,r 104hx0'-4'h COL. CAP lk'4x4x0'-8 Stringer DL reaction: 982.6 lbs7�+ TACK WELD TO HSS5x3 Stringer LL reaction: 3,023.4 lbs FOR ERECTI(]N AID PMAX = 4,006.0 lbs Each beam = 2,003.0 lbs Cantilever span = 2.0 ft 1 \--C10x15.3 MMAX= 7.7 k-ft I HSS5x3x 92,964.0 in-lbs (2) beams supplied MMAx per beam = 46,482.0 in-lbs I HSS5x5x1 HSS 5x3x3/8 Z= 7.340 in3 S = 5.650 in3 I = 14.100 in4 Fy= 46000.0 psi Mp = 337640.0 in-lbs AISC F7-1 1.6My = 415840.0 in-lbs Yield moment S Fy Mn = 337640.0 in-lbs Mn / 12 = 202179.6 in-lbs OK ATL= 0.023 in L/240 = 0.100 in OK ALL= 0.017 in L/360 = 0.067 in OK Use (2) HSS 5x3x3/8 cantilevered riwpy Structural Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-13 Client: Instafab, Inc. Date: Mar 2019 By: GGM HSS Connection at Support Post s 0.14x4x0'-4 COL. CAP le_,. Stringer DL reaction: 982.6 lbs TACK WELD TO HSS5x3 Stringer LL reaction: 3,023.4 lbs FOR ERECTION AID ! i-1--____> ! ! PMAx= 4,006.0 lbs Each beam = 2,003.0 lbs \ Total reaction ea beam = 4,006.0 lbs { b, -- Flare Flare bevel weld: 1 \—C10x15.3 R = 2t= 0.75 in I HSS5x3x effective throat= .3R= 0.23 in Tension (normal)= 6,681.2 lb/in ( Allowable(0= 1.88) = 3,553.8 lb/in Shear= 6,681.2 lb/in � HSS5x5x1 Allowable(0 =2.00) = 3,340.6 lb/in Eccentric weld: Vert. weld length 3.5 in ex= e actual = 1.5 in a= 0.43 C = 2.55 AISC Table 8-4 Dmin= 0.9 /16ths Use 1/4" min throat flare bevel welds w/ min 3.5 inch length each side of post Use (2) HSS 5x3x3/8 cantilevered nWDY Structural Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-14 Client: Instafab,Inc. Date: Mar 2019 By: GGM Support Post STEEL BEAM AND COLUMN ANALYSIS /CODE CHECK Per AISC 13th Edition Manual (ASP) For Square& Rectangular HSS (Tube)Shapes input Data; Member Size: Member Properties: Y Select. K895x5x3i8 A= 6.18 in.^2 H= 5.000 in. I 1 t=0.349 i Member E.oadin�ls B= 5 000_ in. � P= 8.01 kips t(des)= 0,349 In. Ii i Mx= 7.75 ft-kips wt./ft. = 22.302 pti. i My_ 0,00 fl-kips Ix= 21.700 in^4 H=5 SX= 8,680 In^3 j t=0.349 Desi in Parameters: rx= 1.870 in. Fy= 46.00 ksi Zx= 10,600 in^3 Kx= 1.00 ly= 21.700 in4^ 6=5 Ky= 1.00 Sy= 8.680 in^3 Lx= 10.875 ft, ry= 1.870 in. HSSSx5x3/8 Section Ly= 10,875 ft. Zy= 10.600 in.^3 H(flat)= 3.313 in. Shape Factors: B(flat) 3.313 Ia SFx= 1.22 SFy= 1.22 Results: For Axial Compression: For X-axis Bending mor Y-axis gendiriq_ KeLx/rx_ 69,79 ibx= 10.71 ksi iby= 0.00 ksi Ky'Ly/ry= 69,79 Stop(eff)= 7.09 In:^3 Sleft(eff)= 7 09 0,63 Fe= 58.77 Sbtm(e€f)= 8.22 in^3 Srt(eff)= 8.22 in.^3 Q=Qa= N.A. Fbx` 33.64 ksi Fby= 33,64 ksi fa= 1.30 ksi Mrx= 24.33 ft•klps Mry— 24,33 it-kips Fa= 19.85 ksi Pa= 122,67 kips No_dai Lat. Brpci Requirements: Pbr= 0.08 kips (#br= 0.98 kip/iri Stress Ratio: S.R. = 0.351 Eqn. H1-1b <_ S.R. r 1, Member is adequate for loading Comments: QW D Y Structural . Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-15 Client: Instafab,Inc. Date: Mar 2019 By: GGM Seismic Loads: Per ASCE 7-10 Component: DFS Stairs Seismic Force, Fp= [(0.4*ap*Sps*Wp)/(RpIlp)]*(1 + 2*(z/h)) Lower Limit, Fp= 1.6*Sps*lp*Wp Upper Limit, Fp = 0.3*Sps*IP*Wp Input: SDS= 0.716 From Figure 22-1 0.2 x SDs= 0.143 ap= 1.0 From Table 13.5-1 Rp= 2.5 From Table 13.5-1 Landing DL= 516.0 lbs Up stair trib. DL = 0.0 lbs Down stair trib. DL = 1193.0 lbs Wp= 1709.0 lb Tributary component weight per run + landing 1p= 1.00 From Sec. 13.1.3 z= 11.00 ft Height of point of attachment of component h = 11.00 ft Ave. height w/respect to base z/h = 1.00 z/h max= 1.0; Sec 13.3.1 Resulting Seismic Force Fp= 587.3 lb << Controls Fp (upper limit) = 1957.8 lb Fp (lower limit) = 367.1 lb Use Fp= 587.3 lbs Fp + 0.2 SDs = 832.1 lbs ASD horizontal load = 520 lbs SDS25212 allowable= 420 lbs Quantity provided = 5 Attachment capacity= 2100 lbs flW D Y Structural . Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-16 Client: Instafab,Inc. Date: Mar 2019 By: GGM Connections Mitered joint MMAX= 4,037 ft-lbs VMAX= 2,285 lbs Bottom flange tension T= 4,964 lbs w/d = D-tf tf= 0.436 in bf= 2.600 in Strength = 36,729 lbs Use CP weld all around, typ FlW D Y Structural • Civil Engineers imond Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-17 Client: Instafab,Inc. Date: Mar 2019 By: GGM Base Anchorage SIMPSON Anchor Designer TM Company: WDY Date: 413/2019 Software Engineer: GM Page: 1/5 Strong-Ti Project: PWCC Version 2.7.6990.13 Address: • Phone: E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 1.snout Data&Anchor Parametert General Base Material Design method:ACE 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,Pc(psi):3000 Anchor type:Concrete screw 9 v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(Inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(Inch):3.750 Reinforcement provided at corners:No Effective Embedment depth,ha(inch):2.780 Ignore concrete breakout In tension:No Code report ICC-ES ESR-2713 Ignore concrete breakout in shear.No Anchor category-.1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hm,n(Inch):5.83 cm(inch):4.19 Base Plate C,, (inch):1.75 Length x Width x Thickness(inch):11.00 x 11.00 x 0.75 S,1(inch):3.00 Yield stress:36000 psi Profile type/size:HSS5X5X3/8 Recommended Anchor Anchor Name:Titen HDO-1/2"0 Titen HD,hnom:3.75"(95mm) Code Report:ICC-ES ESR-2713 \ ri.OWDY Structural • Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-18 Client: Instafab,Inc. Date: Mar 2019 By: GGM Base Anchorage Sl IVIPSON Anchor Dosignor"'l Dor/iris:n*1y: WDY Date: 4a/2a19 Engineer 0,44 Page: 213 Software Strong.Tie . Project: F'WCC Versiora 2..7,E3912(1,13 Address Lnidscbd Gaorwiaetry t f.and r«741nf 5onrosl:AGI Se1:11nn!2;,3 Load nok set d &111: ,4riultoos st11.4e4.1eld to 5115taitted tertais,11:Nal applicable Apply effitire 5hrr road i Trani re.,Ar:No Anchon;only res.tlitirtg wind anti/or ninrorc lands;No StirE-11 113Vel 109dB: v [lb):0 [Ib]:0 11047 ttt-Itit7 (11-lb a:Figtire i238 lb -11,41 - • 0 lb 0 0 ft-lb f- 6047 ft-lb tri'[ 171 W D Y Structural • Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-19 Client: Instafab,Inc. Date: Mar 2019 By: GGM Base Anchorage SIMPSON Anchor Designer Company: WDY tate: 4/3/2019 Engineer: GM Pale: 4{5 stronmTie Software Project: PWCC Version 2.7,6590.13 Address: Phone: E-mail: s.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, hi,(Ib) V„w(Ib) V“,,,,(Ib) .4V,.,.y+(V,.rr)r(Ib) 1 0.0 0,0 0.0 0,0 2 2167.7 0.0 0,0 0.0 3 2167.7 0.0 0.0 0.0 4 0.0 0.0 0.0 0,0 Sum 4335,4 0,0 0,0 0.0 Maximum conrxete compression strain('.tk):0.16 {Figure 3} Maximum concrete compression stress(psi):6137 r 1 . O 2 Resultant tension force(Ib):4335 Resultant compression force(In): 12573 _- Eccentricity of restieltant tension forces In x-axis,Cr' .(Inch):0.00 Eccentricity of resultant tension forces In yaxis,e'r,(Inch):0.00 Y x Cr 4.Steel Strenuth of Anchor in Tension(Sec.17.4,11 N...(lb) qs 4WN.(Ib) 20130 0,65 13085 S,Concrete Breakout Strength of Anchor in Tension(Sec,17.4.21 Ni.=k.-_A. rM..r'•`(Eq. 17.4.22a) kc A., f'c(psI) Jacr(In) Na(lb) 17.0 1.00 3000 2.750 4315 (ONcay=.0(Ar3JA :0'1S:..vY'ea:kPeuY"cp,w611.($er;,17,3,1 &Eq 17.4-2.1b) A.hti(in?) Ark,(int) c..;..,On) 'f''xri 'fr414 iF=.x Y'.,4N Ni(Ib) 0 yN_t,(tb) 136.23 69,56 12.00 1.000- 1.000 1,00 1.000 4316 0,65 5496 11.Results 11.Interaction of Tensl4e and Shear Forces(Sec.D.7)? Tension Factored Load,N,,,,(lb) Design Strength,et' (Ib) Ratio Status Steel 2168 13085 0.17 Pass Concrete breakout 4335 5498 0.79 Pats(Governs) 0 W D Y Structural • Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-20 Client: Instafab,Inc. Date: Mar 2019 By: GGM Base Anchorage SIIUIPSON Anchor Designers Company: WT)Y Date: 41312019 Engineer, GM Page: 515 s 1 Software Project PWCC Version 2.7.6990.13 Address: Phone. E-mall: 1/2"f#'Filen HD,hnorn:3.75"(95mm)meets the selected design criteria. Base Plate Thickness Required base plate thickness:0.683 inch 12.Warriirios -Minimum spacing and edge distance requirement of 6da per AGI 318 Sections 17,7,1 and 11,7.2 for torqued cast-In-place atwhor Is waived per designer option, -Designer must exercise own Judgement to determine If this design Is suitable. •Refer to manufacturer's product literature for hole cleaning and Installation Instructions,. rivirDy Structural • Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-21 Client: Instafab,Inc. Date: Mar 2019 By: GGM Grabrail/Toprail Itix2 STANCHIONS 1 ' HSS 2x146 T11 HSS2xIx? HANDRAIL ROt ;Immo!k�x1x0'-1i Y i0ROD w ii a ti 2x12'PLANKS (BY OTHERS) r-- L3x2x;x4'-10<LLH) V4OSDSxO'-2WO.C. 33-PER RAW, V2-6 C10x15.3 Design loads: Handrail: 50 plf Uniform load applied at top or 200 lbs Concentrated load applied any point Selected piece: HSS 2x1x3/16 Max span = 56.0 in MMAX(uniform Id) = 1633.3 in-lbs MMAX(point Id) = 2800.0 in-lbs Z= 0.480 in3 S = 0.350 in3 I = 0.350 in4 Fy= 46000.0 psi MP= 22080.0 in-lbs AISC F7-1 1.6My= 25760.0 in-lbs Yield moment S Fy Mn = 22080.0 in-lbs Mn / 0 = 13221.6 in-lbs ATL (uniform) = 0.05 in ATL(concentrated) = 0.07 in L/240 = 0.23 in OK Use HSS 2x1x3/16 0 WY D Structural . Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-22 Client: Instafab,Inc. Date: Mar 2019 By: GGM Infill rods 4'-6 4'-6 4'-6 145 ROD<TYP) rnir HSS2xlx� / • F 1111111 Design loads: Components 50 psf Applied over 1 sq ft Assume min (3) pickets per ft PMAx per picket= 16.7 lbs Selected piece: 5/8" dia round Picket lenght= 56.0 in MMfvc= 233.3 in-lbs Z= 0.041 in3 S = 0.024 in3 I = 0.007 in4 Fy= 36000.0 psi Mp= 1464.8 in-lbs AISC F7-1 1.6My= 1380.6 in-lbs Yield moment S Fy Mn = 1380.6 in-lbs Mn / S2 = 826.7 in-lbs ATL (concentrated) = 0.07 in L/120= 0.47 in OK Use 5/8" dia round nimpy Structural • Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-23 Client: Instafab,Inc. Date: Mar 2019 By: GGM Vertical Posts 14x2 STANCHIONS ,4 HSS2xlx& HSS2 d4 HANDRAIL 10 Ra, 17 Tik \ R4xlx0'-14 4Arm0 T M Hn 24x12'PLANKS (11Y OTHERS) r' ' L3xbx$x4'-I0(ECHO 4403OSxO'-242610.0. 3-PER PLAN( J it t 2-6 CIOx15.3 Design loads: Top rail & posts: 50 plf Uniform load applied at top or 200 lbs Concentrated load applied any point Selected piece: PL 1/2 x 2 Post height= 44.0 in Trib span = 48.0 in PUNIF= 200.0 lbs Use P = 200.0 lbs MMAX= 8800.0 in-lbs Z= 0.500 in3 S = 0.333 in3 I = 0.333 in4 Fy= 36000.0 psi Mp= 18000.0 in-lbs AISC F7-1 1.6My = 19180.8 in-lbs Yield moment S Fy Mn = 18000.0 in-lbs Mn / [ = 10778.4 in-lbs OK An(concentrated) = 0.05 in L/240= 0.20 in OK Use PL 1/2 x 2 W D Y Structural • Civil Engineers Job Name: PWCC DF South Stair Job No: 19804 Sheet No: ST-24 Client: Instafab,Inc. Date: Mar 2019 By: GGM Rail Attachments Picket PMAX= 16.7 lbs Rail PMAX = 233.0 lbs MMAX= 8800.0 in-lbs 1/8"fillet allowable = 1855.9 lbs/in 3/16"fillet allowable = 2783.8 lbs/ in Pickets: Perp. weld length 0.98 in 2 x 1/4 of circumference Capacity= 1822.5 lbs > 16.7 lbs OK Use 1/8" fillet all around typ at pickets Rails Perp. weld length 4.0 in posts, 2 in width each side Capacity= 11135.3 lbs > 233 lbs OK Use 3/16"fillet all around typ at horiz rails Base connection: Horiz weld length 2.0 in applied ex= 4.0 in Equivalent P= 2200.0 lbs a = 2.0 C = 0.655 AISC Table 8-4 Dmin = 3.36 /16ths Use 1/4"fillet each side typ at verticals W D Y Structural • Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-25 Client: Instafab,Inc. Date: Mar 2019 By: GGM Rail Bracket rIN. FACE OF VALL HSS2x146 2 q HANDRAIL ' / I I 4 - pN Z - \ YAMS_ \ 2x6 BLKG � Axl (BY OTHERS) yr RA)<3x0'-3 V/4-!4SDSx0'-2t `P Selected piece: FB 5/16x1 MMAX = Pe = 500.0 in-lbs 200 lbs x 2.5" d to CL weld group = 2.2 in Resisting depth = 1.00 in 3/16"weld allowable = 2783.8 lbs/in in provided = 2.00 in Capacity= 5567.6 lbs M bar= 500.0 in-lbs Z = 0.024 in3 S = 0.016 in3 I = 0.003 in4 Fy = 36000.0 psi Mp= 878.4 in-lbs AISC F7-1 1.6My= 938.9 in-lbs Yield moment S Fy Mn = 878.4 in-lbs Mn / 0 = 526.0 in-lbs OK Use FB 5/16x1 1" min depth at horizontal n1W D Y Structural • Civil Engineers Job Name: PWCC DFS South Stair Job No: 19804 Sheet No: ST-26 Client: Instafab,Inc. Date: Mar 2019 By: GGM Rail Bracket FIN. FACE OF WALL HSS2x146 2 A HANDRAIL ,,,,,,,:„.„,„ I i � N 4„, N \ O h [ MMM. 2x6 BLKG th fkW 7 (BY OTHERS) Ikilx3x0'-3 W/4—WDSxO'-2�e `/ MMAx= Pe = 500.0 in-lbs Anchor spacing = 2.00 in T/C = 250.0 lbs SDS25212 allowable= 255.0 lbs No. provided = 2 Capacity= 510.0 lbs Use 3x3 back plate w/(4) SDS25212 screws at 2"o.c. each way FOR OFFICE USE ONLY–SITE ADDRESS: 7 t --" 1.4,44-$(60„,,,,,_ R 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 74 Transmittal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED APR 1 5 2019 FROM: 7 y- Paq,4-irt- eG0,-t , CITY o �TIGARD rfri 1 / BUI SING DIVISION COMPANY: # y 4q PHONE: (/ �a y: �a 7 d 3� G� B RE: ?S.%c, `-' W 0,,A,tug ti vu /Z . Ut ) c• --b0 2-___ (Site Address) (Permit Number) PtAj z-6- (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: C' 'les: Description: Additional set(s) of plans. �� Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. 1)( 16' Basement and retaining walls. Beam calculations. , �V A Engineer's calculations. lx, Other(explain): 41-6A t s ktop `N,142,,,ev.t 5 REMARKS: / FOR OFFICE USE ONLY Routed to Permit Techni, ..•. Date: 4 . 1 (_ ) of Initials: rd Fees Due: J Yes/ a No Fee Description: Amount Due: $ / 0 $ $ Special ' Instruction Repr{nr/Permit(per PE): ❑ Yes ► No ❑ Done App scant Notified: Date: -/ (7.6, (q Initials. ` " I:\Building\Forms\TransmittalLetter-Revisions_061316.doc