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Specifications (9) gUr tor &�COMPAN�YRD liars RECEIVES JUL 6 2015 CITY OFTIGARD BUILDING DIVISION Washington Square Mall Build-A-Bear Portland, OR PJF Comm. Number A48015-0010 June 30, 2015 Structural Calculations Prepared by Paul Cavote Email: pcavote@pjfweb.com <04. PRpF�ss/ 4, �N�rNF*- °2 62082P OREGON ve M23 2p) c3 %peprv.1Np, 3AB I EXPiRArtON OATE:(DW11 i Columbus Orlando 250 E Broad St,Suite 600 � 3670 Maguire Blvd,Suite 250 Columbus,OH 43215 Orlando, FL 32803 Phone 614.221.6679 1965-2015 Phone 407.898.9039 Founded In 1965 www.PauliFord.com 100%Employee Owned F • Page 1 Of 4, PAUL J . FORD AND COMPANY STRUCTURAL ENGINEERS By PR.G Date 06/3OI�(5 www . p j f w e b . c o mProject WAS{t1AIGTOO SavAIV-- MAL — RA B ' Client Comm.No. �g 0 is.-0010 t ( i •. STag E oNf: CALCvLAT (o .. • i •i • i 1 I i i i i .. 1 1 IPPlir R T .,///// 3 ij EXI IN EZ;I/I/ /01—CC� t 11( 4. / i GRILLE SUPPORT 1 j —' E COLUMN BY OTL1ER5 GRILLE SUPPORT \ COLUMN By OTNERS ,,fl1 BoX 8EAM C O -:kMI BbX B B '� 1 del .: / 0 O j O r`...\ / B N h �1 go< Buell 0k ----.--- / —r— El .N. .--. 5,01 O p i� � O 5101 ��+t+ i e l! 4 I $101 (ooN O IW L.0 N. 00 �- STOREFRONT FRAMING PLAN rj� IQ1 'sole:1/2'4-0' 3 A ADDITIONAL 3 5/8" DIAGONAL BRACE —(SIZED PER A/5102), CONNECT TO STOREFRONT WALLS ARE 3 5/8", 20 GA, BUILT-UP LIGI-ITGAGE BEAM PER DETAIL METAL STUD FRAMING (II I6°c/c, UNLESS NOTED E/S101, CONNECT TO EXISTING MEZZANINE STRUCTURE PER DETAIL D/9102. SEE PLAN FOR ORIENTATION. LEI, PACES a -- sEc�-ktuc A /� Q r Dnp/ �pQ B 1 3 MY' DIAGONAL A/SI02) ONNECTBTO EXISTRACE. ING MEZZANINE IZE PER EL S PA`t+kS — Fox, LA-MU,eA . a,�,�'� "'� STRUCTURE PER DETAIL 8!5102. �,+ r ,gyp 'w`A S' 3 5/8" DIAGONAL BRACE. (SIZE PER DETAIL SR. PAt!!, & 10 - 12 t kikg( pA1 0(ca� A/5102) CONNECT TO EXISTING ROOF STRUCTURE PER DETAIL E/5102. �1.. Ul g !� ' � $Z S TC,14/ANAOSS ri-i9 0 AY80 IS °D I° PR's 3 • NI VERTICAL SLOTTED SLIP-TRACK "SLP-TRK" BY DIETRICN SYSTEMS, INC. CUidNNECT VERT STUD TO SLIP TRACK WiTN SCREWS PER MANUF RECCA�iMENDATIONS. 4 DIAGONAL BRACE 144 ( A MAL • P 48" O.C., SEE ,1 RACE,A/5102 LA 0!4 iJ� (2)-#12 SCREI^IS H " ` f ,'/UGH I — FINIS TO EXIST BULK EAD FRAMIP CONT 3 5/8", 20 GA TYP RENS @ TRACK, TIP ROUGH I I CONT 3 5/8", 20 GAN-3 ) EXIST STUD, TYP FRAMING, -- ,// : ye - . . r Tari 0 I I > • ‘1717-)1 a LA) R — i. - . . . I o \ 11 BoX BEAM C m (C - I — - Y I II crlP t-) (13 A / 0 s-7 111111 1_e_ v2, • 111111 8— co 111111 ��1 . • I ) _ , _— / — ——— • • —— 111111 tit- --- f e ( I /Li - 01111 \ -I Ln [a 11111 -;• •;-___ I ._u• SCI 11111 _MI 1 �rI © ii tt6 SCREWS, 3 5/8', 20 GA II TYPICAL DIAG BRACE, ALL II DIAGS TO ALIGN — II II II 1- • 3 5/8", 20 GA II METAL STUDS II @ 16" O.C., TIP. II 1 I (-e STOREFRONT SECTION - X5101 scale:1".1t-0° • • . , .aoagmeenr..a...ftmzeox. —"..-0,.=.• P A er5S 1+ N ' VERTICAL SLOTTED SLIP-TRACK "SLP-TRK" BY DIETRICI-1 SYSTEMS, INC. CONNECT VERT STUD TO SLIP 3 5/8' FRAM TRACK KITH SCRENS PER MANUF RECOMMENDATIONS. SEE SECTION, 11\14111 Op. 278 LES, AXIAL B DIAGONAL DIAGONAL BRACE 1- 1)A1) W MACE -' - --- - - ...q ___ 1 BRACE, SEE A A/5102 I A/5102. SEE -\\ ..* - PLAN FOR Ca LOCATIONS / CONT 3 5/8", 20 GA STUD, TIP 741.•TPF • 1 _ < . .,„ 0 do 1-: -.... . . . A • . _ . . /4/ ' . . - / • DIAGONAL BRACE,K SEE A/5102. SEE j f--- Roc 8rArl n / SEE DETAIL E/5101 ,...--......---............--. I. PLAN FOR v.- 20X BEM R: . -{7•* / \ . OCATIONS .-.-1 '•. — ---- -1:7 '__.._____ , I –• ' 0 i /All k . . _ . . • . • . . • r - i 1 - 1 I u- _ \\Lu_'::_j #18 SCRENS, tr7-7 idK TYPICAL „ _.... 33/5", 20 GA METAL STUDS (L.5 03 @ 16" 0.C., TIP. H 3 5/8', 20 GA DIAG BRACE, ALL 44 DIAGS TO ALIGN li 25 "7 r. ...9 _, ...._, , .--- ---- rCDSTOREFRONT SECTION a scale:in-4-0" 1— , A gots -�4o1O PAS g STOREFRONT CALCULATIONS (interior) Controlling Building Code: (tf OR£ I\) STPt1U 4L. SeEcAltL cobs ( i2 Ski Determine Storefront Seismic Load: SDS = 0.12.3 (See Page' ) 0.4 ap SDS Wp - where: ap = 1.0, SD5 = °•723 Rp = 2.5, Fp = [1+2(z/h)] Ip = 1.0, (z/h) 01S° for store ( Rp/Ip) location at level I ,of I 0.4(1.0)(0,13 )Wp Fp =- [1+2( a,50 )] (2.5/1.0) Fp = 4.23( Wp 3 Also check Fp range limits: Fp 5 Fp(max) = 1.6 SD5 1p Wp = 1.6( 6,123)(1.0)Wp= 1. 157 Wp (OK) Fp Z Fp(Min) = 0.3 SD5 Ip Wp = 0.3(O472 )(1.0)Wp= a.an Wp (0k)✓ .'., use Fp = 0.Z31 Wp (factored) Convert factored Fp seismic value into working stress Fp seismic value: Fp = (0.70) 0.1-31 Wp = 0,16 Z Wp (working stress) Note: Per code,minimum lateral load = 5 psf Determine whether seismic Fp value controls over minimum lateral load 5 psf value: A) Min. lateral load 5 psf value: Use storefront framing height+1/2 height of OVIA) S.O ft. + '/ ( Rlik ft.) = S.01? ft.ht. (See Page 3 ) . ., 5 psf x S,4 g ft. ht. = 2.5, plf(working stress) CONTROLS B) Seismic value: Wp = 115 811 .•. , Fp = 0,142 Wp 2 ( 1(5 plf) = I plf(working stress) J Use minimum lateral load 5 psf value = 2s, pif Continue checking other storefront framing areas to determine whether seismic Fp value controls over minimum lateral load 5 psf value: (see next page) AlgdS — "1° Determine whether seismic Fp value controls over minimum lateral load 5 psf value: . A) Min. lateral load 5 psf value: Use storefront framing height+Y2 height of t -USS i-1) .5,4t ft. + %2( 9 ,5a,ft.) = 1.$3 ft. ht. (See Page L! ) a` ..., 5 psf x Iv ft. ht. _ 49,2. plf(working stress) CONTROLS u.- & ?s B) Seismic value: Wp = )SO plf , o t, . , Fp = b,tL2. Wp = Q 1162 ( ISO plf) = 24, w 3 plf(working stress) I " Use minimum lateral load 5 psf value = 11.9.2 plf Continue checking other storefront framing areas to determine whether seismic Fa value controls over minimum lateral load 5 psf value: (see next page) N r/ f Design Maps Summary Report • http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?te... v S Design Maps Summary Report 20111- ° �°� SiYZt+` b�c, ds �tiARYc� (2))12- IgO User-Specified Input Report Title A48015-0010 Washington Square Mall - Build-A-Bear Tue May 5,2015 13:07:46 UTC Building Code Reference Document 2012 International Building Code AI�$U 1s-4°1 (which utilizes USGS hazard data available in 2008) Ph}Ue , Site Coordinates 45.45037°N, 122.78114°W Site Soil Classification Site Class D - "Stiff Soli" Risk Category I/II/III ----"Pl.!... 2nl�i 1i L_ -4 `-i .% 'f` 5r,_ ° i �� .,7-7.1c-7,- .x L li. p .t5,1) (11"1-.4e z :---- -F---14.,-;,?; _ ,s '�"'r r .i t r_� r, - _ 7J �" v '.� .sr } v ilAttit12� SF - 's 5-x447. (3 'Y QC'�T+u .li' 45•--'� 1 �Ftt j� � ; . >73Y' A� �`++'{ :.,f � -t_r.° i 4i5E :1 -. � c4 'sem°= . �� fir, .. B arvertc_n - t� �' r _ �i "-' t i4 _ `� ``4T, tr r t� 4 - i }S _ -4-� s 9 , (f,,- } tL- 4 '�'� r -- • �! �} .II t :5t �r 3 ,.��.CYiGnT'i7ui�rr - � ��!�, �_ tl ,' - b ���#fE� t -!i _i✓ � s � ,t E� r 6 �r4 {E }it St1,+Vrauka 5 sc '' �Yt - .s3 t .mss=� r-r- ii -1 �'; iei ()+ rye'-,.}. i.:=i. ,i r '� T Y'r „- ;'EiplF @- l .-- -- - .- - i , "K SiT F � 4,,t- X � �ii - i�` - 'z . rtz . ▪ 7.", fr r ky? cifibP{Y Y h02.1cY ::::*' �yi � yy 1�": ` •Xa -_ rn3A4ueS2015 fapgetS,▪ p0A., Up . _ . , p -- f _ -_,,E,.,,-1.i r r._ USGS-Provided Output Ss = 0.978 g , SMs = 1.084 g Sys = 0.723 g YA LU E Si. = 0.425 g . Sm. = 0.670 g SD1 = 0.446 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.22 1.10 0.20 0.99 0.72 0.88 0.64 1 0.71 0.56 RSG di 0.42 v w.r ffl 0.55 7 N 0.40 0.44 • 0.32 0.33 0.24 0.22 0.10 0.11 0.05 0.00 0.00 0.00 D.20 0.40 0.60 0.90 1.00 1.20 1.40 1.00 1.50 2.04 0.00 0.20 0.40 0.50 0.20 1.00 1.20 1.40 1.60 1.20 2.00 Period,T.(sec) Period, T(set) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or Implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 1 of 1 5/5/2015 9:07 AM A4'go IS --0000 11 )swAti\n7 sccr 11 PA e DESIGN STOREFRONT DIAGONAL BRACE Lateral pressure: Use S psf minimum lateral load CONTROLS Diagonal brace spacing = ft.o.c. (45°diagonal brace) Brace supports lateral load for height of light gage framing+1/2 height of (NIA) = ,5.0� ft. + %( (NIA ft.) 5,02 ft. ht. Q load i brace5 psf ft.o.c. s, a ft. ht. �2 n r = � = 102 lbs = i''lf lbs = 0,14-11' k(working stress) See Page 33 for diagonal brace details. Option 1: See Pages 31+-3(0 for analysis of single 3 5/8"deep,20 ga. diagonal brace w/length uprto 01-0 max. Option 2: See Pages T1-31 for analysis of double 3 5/8"deep,20 ga. back-to-back diagonal pracF w/ length up to i$ ` 0 max. ( T lbs = 0,114 k brace load capacities shown on analyses. .'., BRACES OK ✓ Brace Load Imposed on Box Beam(s)(additional uniform load) Load in brace resolved into vertical component = ('f'+ lbs/12—= (42- lbs. to lbs. brace vertical component occurs at I ft. brace spacing. Resolve vertical component into uniform load = {C 2 lbs/ -1 ft. o.c. = 25,4- plf(working stress). iXYoaDR Apply 7S %on box beam(s)and 2S %on (NTTt(P. Bo' (5 . o,75 (2S If plf = I ( plf 2 0, 5 2S. L1. G 3s pI .'., apply 19, i plf uniform load on box beam(s)which are NEiV to bottom of diagonal brace. APPU' 35 p14 UNIF 1 U40 of BayC WO Wt1\C}1 AVRInf12ajobto,Nilt, QPhc v Continue checking other storefront framing areas to determine other diagonal brace loading: (see next page) onws 3 t SE,v PACtLS 4.0 - 3 Ftvz, W►AtYS1S QF ()tau 3 WP) sTu� BACK-TO -8Ac.K_ JJ 35(g W'4' 1-RA l A\JtNG- 2" Floas� 5a AT Lk-Pi1 tT SV)�S roK /� oVPPAL2 wla 1 AtA4bNAL BRAG wf 1_6%-i-R i Tv 2:1'-o" MAX. A A1-8° IS �0.010 AT sit Ef-R0��' c c--i-\ ) do PA DESIGN STOREFRONT DIAGONAL BRACE • Lateral pressure: Use 5 psf minimum lateral load CONTROLS Diagonal brace spacing = - ft.o.c. (45*diagonal brace) Brace supports lateral load for height of light gage framing+%height of 5S = s.� ft. + %(9 0 ft.) = 9,83 ft. ht. , load in brace = 5 psf( + ft.o.c.)( 9,$3 ft.ht.)' 19-7 lbs = 27 8 lbs = 6,27a k(working stress) See Page 33 for diagonal brace details. Option 1: See Pages '-3(5 for analysis of single 3 5/8" deep,20 ga. diagonal brace w/length upto 10.—a max. • Option 2: See Pages n-31 for analysis of double 3 5/8"deep,20 ga. back-to-back diagonal i?race w/ length up to 18 -04 max. 2.~1$ lbs = OATS k _< brace load capacities shown on analyses. . ., BRACES OK v Brace Load Imposed on Box Beam(s) (additional uniform load) Load in brace resolved into vertical component = 278 lbs/ff.= 197 lbs. 19.7 lbs. brace vertical component occurs at If ft. brace spacing. Resolve vertical component into uniform load = 117 lbs/ f ft. o.c. _ 9.2 plf(working stress). INIK14112 Apply 7'S %on box beam(s and 2s %on OktiZIA 61)X. .g ons 41.2 plf) = 34, plf o,2s (41,Q,Q, Qlq) ` 12.3 plc apps ,9 p uniform load on box beam(s)which are NE rkw to bottom of diagonal brace. APPLY ,(2,3 .p(ti tJN1Fc'k LtAD aN By,BRA mktal is ji,SLE6T rizA &O1 of PlAkAt, PAT. Continue checking other storefront framing areas to determine other diagonal brace loading: (see next page) ( J1A� 4 :1 I Of PAUL. J . FORD AND COMPANY Page _ STRUCTURAL1111 E N G'I N E E R S By PRS Date OC� f2.6f2AIS www . pjfweb . com ProjectWASIIItJG`'erJ S4UAR - MALLRBAR Client Comm.1\4.4° 15—4 o(o SEE PAGES \3 -i1 For ANAta'S\S (SEE PAS 08-9 ) VERTICIL MPoN T I' LATEgAL SPSF COAD B.404 EAM `A' - ok ✓ RFisiS ABY 4.s° ti gRAcE (13RAcE LOAD • 13 FT, O.c, C.oNV€.3ED INTo EQUIVALENT 5 PSF ,''� � 12,3 PLF E -,-/--- .., 19,I p[.I' Es-P55–`-/ UNIFORM I—MD) g PCs'. + =l$ rME-TAL Su £w S • -tiT @ 12" o.c, ti s© PLF DL 1Y v I/ 1 v 1 v gvtLT-U? Box gE.01; 2.4- ' a 1'1 SPAtJIC?' bBL. I2' DEO IC 50k, BEAM W 0.WC° k PL 0,414, k DL S$, + + . 3 wLDi✓ I‘ 0„ ) ---9 o k [ ?sq 0,219 k [s ?sFJ Ttzgc�. -roP STM Fgfam LAT-9-AL Loins 4,219 k C PSF] FQom LA RAL LoAAS FPsM 1-MTP.AL t 5 BEAM (. + "A'' FEAcfio ) 0,(.1‘ k DL F t' BEAM • sE.E PAGES 22, -32 FOR ANAUt'SIS A gRaloN ceLw' J ''D" - vk V I 4. Pu, je--4 8 PETAL ScRE.wS . 1..r1 NoTE : ALL LDAQS S40\41\) ElN ARE A-r WO I:t14 mess BUILT-UP OMc MAN; rt DBL, 35/8 °DEk,S') c) re STUDS / _ 3S/8 " WIDE) 20 90,, TRACk EACH ,SIDE 3 O i?" 0.616 k rL 0,219 k Cs esf 1 • FRoY1 LAIIRA L. LOADS Page f Of PAUL J . FORD AND COMPANY STRUCTURAL ENGINEERS ByPRS Date t)b/26/2OtS www . pjfweb . com Project WAVINGICA SetkiA MALL' BkB ' Client Comm.No T$0 TS�Q T° SEE QACxES 1t ,T2, FoR ANALYSIS (SEE PACE ..1...._} VERTlcI�L comPoNENT' or LNIVAL 5 ?SF LQAD s rte„ - ok I RuiTT RY 4-S° DIAD .BRACE (BRACE LOAD G. '^- 3L9 PLF 1 ' FT. 0.C, IVE%J.TEi) 1NTT EQULVALEt..IT rS PsF� uN(FoRM t-OAD) 20_ 8 P�S� 4, 4 4 v 4, 4 v v 8 ma-AL SC S + .1341 .@ {2" 0,c, ^' S4 PLF bL 4 V 4 1 4 V v EtAa-u? BoX BEAM; 10'— f " SW SPAM '' ?' DBL. 10 " bar lc A2G o,, o, n : B Wi k DL o,2t;vk DL 3518" wios.y l b 9a� 0.192- k Pa,t9 2 rs Pst` 'TRW='TRW= "ref 8rM . {SsF k ` Fiat LAW-AL iws c).192- k t Qsil Rol US At_ LA.bs FRAM LATERAL tAA S WO .4_ T cTioi3 o,2E;o k IA._ FAQA t3EAM ., a sEE A6 ES lB -3Z Fag A NALYStS e PtrAcTtot4 oX CoLutAN "0" - ok f 0 4- pcs, z 0,-* 8 METAL ScRE.wE 00 NOTE, : ALL LoAt.S S440\4012" o,c t EF:Fil e I0ARE Ac' 1nlor;kit'x STRt✓SS I$UiCT-5 T114 BOK coLU : rt beL, 3 /sDEEP 20 qq i-- , J Jai & STubs 1J/ 3 _ 33/4 " wlDE) 20 9aJ, 1 2 TOCK EAc1J SIDE J a ci aC ' 0,'2-6° k bL + 0.t92k[. PsF3 f oM LAS +L GADS • PAUL j . FORD AND COMPANY p STRUCTURAL ENGINEERS By 1 K CO£ • Date 0 / . f 2°1 S www . p j f w e b . c o m Page 12— Project WAS k1NGTTo1J SQUARE, fr L BAB Client Comm.No08 41 S m 00(0 . G . or SEE PA�xES 23 -217 Fog ANALYSIS (SEE PAE 8 } $flyj VERTICAL coNtFoNENT or U�'TEAAL S PSF LOAD REAM "Cts - ok ✓ RELISTM BY 4.S° 131A&: gRAc€ (BRACE. LEAD a r , 20,t¢ FT, o•c• NFATED INTO EQUIVALENT P1;156 PSP7' UNlFcRN1 1-MAD) v8 pts, V u $ METAL ScR£wS + .LITT' Q. an o,c, ^- 3 S PLF DL Nr------v W v 1 4t Ni' W Y EuILT-UP BoX gm.. i. 101- G') 8gAll SPAI1g ?'' ABL. 10 „ bat) IlD ,j 0,189 k DL . 0,1131k DL BEAM vii 35r$" WI©E� �0.. 0.110 kS PSF 0.1° PSF TWO- 'roP �' 8TM. k �5 - FP-aM LAVAL LWADS 0, 10 }c cs. Po3 FQoal LA AL LD1 is FRAM LATOAL UAAS BEAM - ( + "C" f EAcriotJ 0,181 k 1)L FRtrA 13EAM S .E. PAGES 28 -32 FOR ANA1.111S C REAcTit'N coLu'1W !'D - ok I 0 ii. p cs, r-..--• ,r-* 8 Mfr CAL .ScREMS �, NOTE : ALL LoA�S S140\40 12 o,C, • Q-- ARE- AI- W0KkiNSTRESS BuiLT-vr goK coLuKitJ; It DE, 3s18 "DEEP 2.0 r, Scuts v� 3 _35/s r, wog,) 20G1/4, _I TRACk EAC( ,SIDE 3 C gc?' 0,181 k ©L 0,II0_k1PS F] ERow, LAVIA L LbAAS CFS Version 8.0.1 Page 1 Section: Section 1.sct Paul Cavote A U Q I S"-0 0 1 0 Box Beam"A" Paul J Ford and Company --A48015-0010 Washington Square Mall-BAB PA 13 Rev. Date:6/25/2015 12:50:55 PM By: Paul Cavote �, Printed:6/25/201512:54:45 PM B X Bum A ,l L ,, • 0 , I� Section Inputs CFS Version 8.0.1 Page 2 Section: Section 1.sct Paul Cavote A .US-o010 Box Beam"A" Paul J Ford and Company -, A48015-0010 Washington Square Mall-BABAF- I Rev. Date:6/25/2015 12:50:55 PM h By: Paul Cavote BOX F A" Printed: 6/25/2015 12:54:45 PM Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in"6 Torsion Constant Override, J 0 in"4 Connector Spacing 12 in Part 2, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity -1.5874 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.500 270.000 0.084900 None 0.000 0.000 0.250 2 1.625 180.000 0.084900 Single 0.000 0.000 0.813 3 12.000 90.000 0.084900 Cee 0.000 1.500 6.000 4 1.625 0.000 0.084900 Single 0.000 0.000 0.813 5 0.500 -90.000 0.084900 None 0.000 0.000 0.250 Stud, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 1.5874 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.500 90.000 0.084900 None 0.000 0.000 0.250 2 1.625 360.000 0.084900 Single 0.000 0.000 0.813 3 12.000 270.000 0.084900 Cee 0.000 1.500 6.000 4 1.625 180.000 0.084900 Single 0.000 0.000 0.813 5 0.500 90.000 0.084900 None 0.000 0.000 0.250 Part 4, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 5.7839 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 2 3.8231 0.000 0.084900 Cee 0.000 0.0000 1.9116 3 1.2500 -90.000 0.084900 Single 0.000 0.0000 0.6250 Track, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -5.7839 in - Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 270.000 0.084900 Single 0.000 0.0000 0.6250 2 3.8231 180.000 0.084900 Cee 0.000 0.0000 1.9116 3 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 CFS Version 8.0.1 Page 3 Section: Section 1.sct Paul Cavote A4-8c 1S R--O o(Q Box Beam"A" Paul J Ford and Company .�-- A48015-0010 Washington Square Mall-BAB PA4E IS • Rev. Date: 6/25/2015 12:50:55 PM ,i u By: Paul Cavote 34x to-AM it Printed:6/25/2015 12:54:45 PM Full Section Properties Area 2.4838 inA2 Wt. 0.0084450 k/ft Width 43.884 in Ix 54.706 inA4 rx 4.6931 in Ixy 0.000 inA4 Sx(t) 9.0326 inA3 y(t) 6.0566 in a 0.000 deg Sx(b) 9.0326 inA3 y(b) 6.0566 in Height 12.1132 in Iy 6.385 inA4 ry 1.6033 in Xo 0.0000 in Sy(1) 3.3402 inA3 x(1) 1.9116 in Yo 0.0000 in Sy(r) 3.3402 inA3 x(r) 1.9116 in jx 0.0000 in Width 3.8231 in jy 0.0000 in I1 54.706 inA4 rl 4.6931 in 12 6.385 inA4 r2 1.6033 in Ic 61.091 inA4 rc 4.9594 in Cw 12.327 inA6 Io 61.091 inA4 ro 4.9594 in 0" 0.0026524 inA4 Net Section Properties Ix 54.675 inA4 rx 4.8608 in Area 2.3140 inA2 Sx(t) 9.0273 inA3 y(t) 6.0566 in Ixy 0.000 in"4 Sx(b) 9.0273 inA3 y(b) 6.0566 in Ic 60.493 inA4 Iy 5.818 inA4 ry 1.5857 in Sy(1) 3.0438 inA3 x(1) 1.9116 in Sy(r) 3.0438 inA3 x(r) 1.9116 in Fully Braced Strength -2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 22.255 k Maxo 140.02 k-in Mayo 30.54 k-in Ae 1.2139 inA2 Ixe 48.210 inA4 Iye 3.720 inA4 Sxe(t) 7. 0856 inA3 Sye(1) 2.6268 inA3 Tension Sxe(b) 9. 0803 inA3 Sye(r) 1.5454 inA3 Ta 49.082 k Negative Moment Negative Moment Maxo 140.02 k-in Mayo 30.54 k-in Shear Ixe 48.210 inA4 Iye 3.720 inA4 Vay 3.275 k Sxe(t) 9.0803 inA3 Sye(1) 1.5454 inA3 Vax 8.719 k Sxe(b) 7.0856 inA3 Sye(r) 2.6268 inA3 ' Part 2 element 3 w/t exceeds 200. Stud element 3 w/t exceeds 200. • CFS Version 8.0.1 Page 1 Analysis: Analysis 1.anl Paul Cavote /� `$o��Aoo(o 24.333 ft Span Simple Beam-Box Bm. "A" Paul J Ford and Company T A48015-0010 Washington Square Mall-BAB ���� y6 Rev. Date: 6/25/2015 12:54:21 PM By: Paul Cavote Printed:6/25/2015 12:54:45 PM s1 ),) Rox REAM A 4 '0- Analysis Inputs Members Section File Revision Date and Time 1 Section l.sct 6/25/2015 12:50:55 PM Start Loc. End Loc. Braced R k¢ Lm (ft) (ft) Flange (k) (ft) 1 0.000 24.333 Top 0.0000 0.0000 24.333 ex ey (in) (in) 1 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.000 No 1.0000 2 XYT 24.333 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude NOUS 1 Distributed 90.000 0.000 24.333 -0.050000 -0.050000 k/ft AU..- Loading: Wind Load SIO Type Angle Start Loc. End Loc. Start End (deg) (ft) ft) Magnitude Magnitude 1 Distributed 90.000 0.000 10.833--" -0.020500 -0.020500 k/ft 2 Distributed 90.000 10.833 24.333 0.031800 -0.031800 k/ft Load Combination: D+0.6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes k,t49. 11Loading Factor r ,�- 1 Dead Load 1.0000 ��, 1 PL ' J 11� :. 0, d' 1 c-1LPl-( cra 2 Wind Load 0.6000 •J VI,3 p1,F C5 PO] . 0,o123 ('c psf1 00-vtr 0.6 o WI.,_ fAZA� �SVs1 Q,6 o Wl.. r-A-u-s '. ( . esfl (KAaofi(.1) p 0-02 05 kki �s Pil (pnGToz ) CFS Version 8.0.1 Page 2 Analysis:Analysis 1.anl Paul Cavote A ll-g 0(5_o ) let 24.333 ft Span Simple Beam-Box Bm. "A" Paul J Ford and Company A48015-0010 Washington Square Mall-BAB 'A 17Rev. Date:6/25/2015 12:54:21 PM ''A ti By: Paul Cavote Bo' 8 Printed:6/25/2015 12:54:45 PM - Member Check- 2012 North American Specification - US (ASD) Load Combination: D+0.6W Design Parameters at 12.403 ft: Lx 24.333 ft Ly 24.333 ft Lt 24.333 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Section 1.sct Material Type: A653 SS Grade 33, Fy=33 ksi Cbx 1.1382 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top k4 0 k Red. Factor, R: 0 Lm 24.333 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.0000 58.99 0.0000 0.00 0.0000 Applied 0.0000 58.99 0.0000 0.00 0.0000 Strength 9.4056 125.60 3.2752 29.44 8.7190 Effective section properties at applied loads: Ae 2.4838 inA2 Ixe 54 .706 inA4 Iye 6.385 inA4 Sxe(t) 9.0326 inA3 Sye(1) 3.3402 inA2 Sxe(b) 9.0326 inA3 Sye(r) 3.3402 in'3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.470 + 0.000 = 0.470 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.470 + 0.000 = 0.470 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.177 + 0.000)= 0.421 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Part 2 element 3 w/t exceeds 200. WT 1),\I . gAM "e" - Q I Stud element 3 w/t exceeds 200. 2 So.) L lb. 1 pis Psi 2L 333 FT111- r sPsF 28 UNIT S Psi 1)7 �wvsz oN 38+ E1x(,, � 38� (29,5x I0 �s; ti 7.S1,,� ASPSF El31Vic °N 4 79 - i - wt. Avg 4 WTL `' S 46, I fLF -!•PS Sc) PLF ALS 2q-+ 333 . NleUPJ t j r TL � $T 1X , ��T03.5 X t�6 i 5 x (07 �n _ G S0 fi y Ni A-IL = 0, 323 ` o(c CFS Version 8.0.1 Page 1 Section: Section 1.sct Paul Cavote �9ol rg �oio Box Beam"B" Paul J Ford and Company A48015-0010 Washington Square Mall-BAB `$ Rev. Date: 6/26/2015 12:09:29 PM �A By: Paul Cavote Printed:6/26/2015 12:25:42 PM foa BEAM fv, 1 �� 0 Section Inputs , CFS Version 8.0.1 Page 2 Section: Section 1.sct Paul Cavote r A81012222. Box Beam"B" Paul J Ford and Company A48015-0010 Washington Square Mall-BAB o PkGE., 11 Rev. Date: 6/26/2015 12:09:29 PM D _ By: Paul Cavote )( Ll Printed:6/26/2015 12:25:42 PM Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 inA6 Torsion Constant Override, J 0 inA4 Connector Spacing 12 in Part 2, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity -1.5528 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.084900 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.084900 Single 0.000 0.0000 0.8125 3 10.0000 90.000 0.084900 Cee 0.000 1.5000 5.0000 4 1.6250 0.000 0.084900 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.084900 None 0.000 0.0000 0.2500 Stud, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 1.5528 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 90.000 0.084900 None 0.000 0.0000 0.2500 2 1.6250 360.000 0.084900 Single 0.000 0.0000 0.8125 3 10.0000 270.000 0.084900 Cee 0.000 1.5000 5.0000 4 1.6250 180.000 0.084900 Single 0.000 0.0000 0.8125 5 0.5000 90.000 0.084900 None 0.000 0.0000 0.2500 Part 4, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 4.7839 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 1 2 3.8231 0.000 0.084900 Cee 0.000 0.0000 1.9116 3 1.2500 -90.000 0.084900 Single 0.000 0.0000 0.6250 Track, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -4.7839 in - Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 270.000 0.084900 Single 0.000 0.0000 0.6250 2 3.8231 180.000 0.084900 Cee 0.000 0.0000 1.9116 3 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 CFS Version 8.0.1 Page 3 Section: Section 1.sct Paul Cavote Box Beam'B" Paul J Ford and Company A4 a015--4 o I 0 A48015-0010 Washington Square Mall-BAB Rev. Date:6/26/2015 12:09:29 PM1$ �k 4,E, zo By: Paul Cavote Ba< BUPA id Printed:6/26/2015 12:25:42 PM Full Section Properties Area 2.2574 inA2 Wt. 0.0076753 k/ft Width 39.884 in Ix 35.834 inA4 rx 3.9842 in Ixy 0.000 inA4 Sx(t) 7.0866 inA3 y(t) 5.0566 in a 0.000 deg Sx(b) 7.0866 inA3 y(b) 5.0566 in Height 10.1132 in IY 5.629 inA4 ry 1.5792 in Xo 0.0000 in Sy(1) 2.9450 inA3 x(1) 1.9116 in Yo 0.0000 in Sy(r) 2.9450 inA3 x(r) 1.9116 in jx 0.0000 in Width 3.8231 in jy 0.0000 in Il 35.834 inA4 ri 3.9842 in I2 5.629 inA4 r2 1.5792 in Ic 41.463 inA4 rc 4.2857 in Cw 8.2372 inA6 Io 41.463 inA4 ro 4.2857 in J 0.0024106 inA4 Net Section Properties - Ix 35.802 inA4 rx 4.1412 in Area 2.0876 inA2 Sx(t) 7.0803 inA3 y(t) 5.0566 in Ixy 0.000 inA4 Sx(b) 7.0803 inA3 y(b) 5.0566 in Ic 40.865 inA4 Iy 5.063 inA4 ry 1.5573 in Sy(1) 2.6486 inA3 x(1) 1.9116 in Sy(r) 2.6486 inA3 x(r) 1.9116 in Fully Braced Strength -2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 22.207 k Maxo 115.19 k-in Mayo 29.80 k-in Ae 1.2113 inA2 Ixe 32.371 inA4 Iye 3.499 inA4 Sxe(t) 5.8292 inA3 Sye(1) 2.3289 inA3 Tension Sxe(b) 7.0991 inA3 Sye(r) 1,5081 inA3 Ta 44.608 k Negative Moment Negative Moment Maxo 115.19 k-in Mayo 29.80 k-in Shear Ixe 32.371 inA4 Iye 3.499 inA4 Vay 4.079 k Sxe(t) 7.0991 inA3 Sye(1) 1.5081 inA3 Vax 8.719 k Sxe(b) 5.8292 inA3 Sye(r) 2.3289 inA3 CFS Version 8.0.1 Page 1 Analysis: Analysis 1.anl Paul Cavote $Q�S._ 001 10.083 ft Span Simple Beam- Box Bm. "B" Paul J Ford and Company A48015-0010 Washington Square Mall-BAB Rev. Date: 6/26/2015 12:25:12 PM PA 4E 2. By: Paul Cavote ,1 �l Printed:6/26/2015 12:25:42 PM e� BEAM T 4 Analysis Inputs Members Section File Revision Date and Time 1 Section l.sct 6/26/2015 12:09:29 PM Start Loc. End Loc. Braced R ky Lm (ft) (ft) Flange (k) (ft) 1 0.000 10.083 Top 0.4000 0.0000 10.083 ex ey (in) (in) 1 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.000 No 1.0000 2 XYT 10.083 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End 1 IAC (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 10.083 -0.050000 -0.050000 k/ft AU, k /LOW Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 1 Distributed 90.000 0.000 10.083 -0. 061500 -0,061500 k/ft Load Combination: D+0.6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes LoadingFactor 1 Dead Lad 1.ono 3c, q PuS psi ` (,' p,03C1 / PS,� (.1"11 2 Wind Load 0.6000 ` B d, Cb WL FnGjR. a, 0‘I5 kf/ , Psfi FAcraP4 CFS Version 8.0.1 Page 2 Analysis: Analysis 1.anl Paul Cavote ��$0}5 -00 q _ 10.083 ft Span Simple Beam-Box Bm. "B" Paul J Ford and Company A48015-0010 Washington Square Mall-BAB PA �, � Rev. Date:6/2612015 12:25:12 PM ,, ►, _ By: Paul Cavote RVX Kin B Printed: 6/26/2015 12:25:42 PM Member Check - 2012 North American Specification - US (ASD) Load Combination: D+0.6W Design Parameters at 5.042 ft: Lx 10.083 ft Ly 10.083 ft Lt 10.083 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Section 1.sct Material Type: A653 SS Grade 33, Fy=33 ksi Cbx 1.1364 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top 10 0 k Red. Factor, R: 0.4 Lm 10.083 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.000 13.25 0.000 0.00 0.000 Applied 0.000 13.25 0.000 0.00 0.000 Strength 12.380 111.07 4.079 29.80 8.719 Effective section properties at applied loads: Ae 2.2574 inA2 Ixe 35.834 in"4 Iye 5.629 in'4 Sxe(t) 7.0866 inA3 Sye(1) 2.9450 inA3 Sxe(b) 7.0866 in''3 Sye(r) 2.9450 inA3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.119 + 0.000 = 0.119 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.119 + 0.000 = 0.119 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.013 + 0.000)= 0.115 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= \0_22L2.7 1.0j fit»< BEAM 'E. of( Sws�sF �' 5 0‘,1 Ptrt`�S Qs� (o, c�3 i'T Et TS uNl1 S fsf 3$ �� xt T} `3$4 C2 S Xio4ps: (3S. $Q2 inl) i ctmaesitiQ1 o,00g „ - L/ ok ✓ � . S PS>~ I S 124- _---- - ) A (i3O,0234 4 r I_ wrL S .q PLF is Ps 3 So PLS DL FT, L-72 g UN 4T Ry- e -�XtN�rJ ~ 384 (2.1,5 xIo61,�;Y3s.802 ;nil) DaWit:N.1 T L a ,p l`� (9) '30 °K CFS Version 8.0.1 Page 1 Section: Box Beam'C'.sct Paul Cavote • Box Beam"C' Paul J Ford and Company co ,o A48015-0010 Washington Square Mall-BAB Rev. Date: 6/2612015 2:23:08 PM PAO, 23 By: Paul Cavote Printed: 6/2612015 2:30:35 PMit 1.3 Btx afArA ,„_ 4- • 0 Section Inputs CFS Version 8.0.1 Page 2 Section: Box Beam'C'.sct Paul Cavote �(�$ I fl0 0 Box Beam"C" Paul J Ford and Company A48015-0010 Washington Square Mall-BAB Rev. Date: 6/26/2015 2:23:08 PM E� s. 1 D A 4., 2 if _ By: Paul Cavote Sp e M C Printed: 6/26/2015 2:30:35 PM Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in"6 Torsion Constant Override, J 0 in''4 Connector Spacing 12 in Part 2, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity -1.5528 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.084900 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.084900 Single 0.000 0.0000 0.8125 3 10.0000 90.000 0.084900 Cee 0.000 1.5000 5.0000 4 1.6250 0.000 0.084900 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.084900 None 0.000 0.0000 0.2500 Stud, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 1.5528 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 90.000 0.084900 None 0.000 0.0000 0.2500 2 1.6250 360.000 0.084900 Single 0.000 0.0000 0.8125 3 10.0000 270.000 0.084900 Cee 0.000 1.5000 5.0000 4 1.6250 180.000 0.084900 Single 0.000 0.0000 0.8125 5 0.5000 90.000 0.084900 None 0.000 0.0000 0.2500 Part 4, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 4.7839 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 2 3.8231 0.000 0.084900 Cee 0.000 0.0000 1.9116 3 1.2500 -90.000 0.084900 Single 0.000 0.0000 0.6250 Track, Thickness 0.0566 in (16 Gage) _ Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -4.7839 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 270.000 0.084900 Single 0.000 0.0000 0.6250 2 3.8231 180.000 0.084900 Cee 0.000 0.0000 1.9116 3 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 CFS Version 8.0.1 Page 3 Section: Box Beam'C'.sct Paul Cavote _ Box Beam"C" Paul J Ford and Company AtRo 1S-0o t 0 A48015-0010 Washington Square Mall-BAB P� S Rev. Date:6/26/2015 2:23:08 PM A By: Paul Cavote Bax $ C., Printed:6/26/2015 2:30:35 PM Full Section Properties Area 2.2574 inA2 Wt. 0.0076753 k/ft Width 39.884 in Ix 35.834 inA4 rx 3.9842 in Ixy 0.000 inA4 Sx(t) 7.0866 inA3 y(t) 5.0566 in a 0.000 deg Sx(b) 7.0866 inA3 y(b) 5.0566 in Height 10.1132 in Iy 5.629 inA4 ry 1.5792 in Xo 0.0000 in Sy(1) 2.9450 inA3 x(1) 1.9116 in Yo 0.0000 in Sy(r) 2.9450 inA3 x(r) 1.9116 in jx 0.0000 in Width 3.8231 in jy 0.0000 in I1 35.834 inA4 rl 3.9842 in I2 5.629 inA4 r2 1.5792 in Ic 41.463 inA4 rc 4.2857 in Cw 8.2372 inA6 Io 41.463 inA4 ro 4.2857 in J 0.0024106 inA4 Net Section Properties - Ix 35.802 inA4 rx 4.1412 in Area 2.0876 inA2 Sx(t) 7.0803 inA3 y(t) 5.0566 in Ixy 0.000 inA4 Sx(b) 7.0803 inA3 y(b) 5.0566 in Ic 40.865 inA4 Iy 5.063 inA4 ry 1.5573 in Sy(1) 2.6486 inA3 x(1) 1.9116 in Sy(r) 2.6486 inA3 x(r) 1.9116 in Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 22.207 k Maxo 115.19 k-in Mayo 29.80 k-in Ae 1.2113 inA2 Ixe 32.371 inA4 Iye 3.499 inA4 Sxe(t) 5.8292 inA3 Sye(1) 2.3289 inA3 Tension Sxe(b) 7.0991 inA3 Sye(r) 1.5081 inA3 Ta 44.608 k Negative Moment Negative Moment Maxo 115.19 k-in Mayo 29.80 k-in Shear Ixe 32.371 inA4 Iye 3.499 inA4 Vay 4.079 k Sxe(t) 7.0991 inA3 Sye(1) 1.5081 inA3 Vox 8 .719 k Sxe(b) 5.8292 inA3 Sye(r) 2.3289 inA3 r CFS Version 8.0.1 Page 1 Analysis: Analysis 2.anl Paul Cavote A�$ 10.5 ft Span Simple Beam- Box Bm."C" Paul J Ford and Company ISP b�, A48015-0010 Washington Square Mall-BAB Rev. Date: 6/26/2015 2:30:12 PM FMf 2( . By: Paul Cavote Printed:6/26/2015 2:30:35 PM Box tEgik C'' Analysis Inputs Members Section File Revision Date and Time _ 1 Box Beam 'C' .sct 6/26/2015 2:23:08 PM Start Loc. End Loc. Braced R k0 Lm _ (ft) (ft) Flange (k) (ft) 1 0.000 10.500 Top 0.4000 0.0000 10.500 ex ey (in) (in) 1 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.000 No 1.0000 2 XYT 10.500 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. CtudeMaitude rt End IcwB�S (deg) (ft) (ft) �i 1 Distributed 90.000 0.000 10.500 -0.035000 -0.035000 k/ft A Loading: Wind Load �,OA Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude '... 1 Distributed 90.000 0.000 10.500 -0.034000 -0.034000 k/ft Load Combination: D+0.6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor / -t W1oR�(J�(C, 1 Dead Load 1.0000 20. QSI•3 :, 0,0 20 - / �S�t MSS.2 Wind Load 0.6000 �} J o'Q�LPO k/PT [5 psf] ( crJ CFS Version 8.0.1 Page 2 Analysis:Analysis 2.anl Paul Cavote A0105 5 -4 0 o It 10.5 ft Span Simple Beam-Box Bm."C" Paul J Ford and Company A48015-0010 Washington Square Mall-BAB FA `7 Rev. Date: 6/26/2015 2:30:12 PM �� 8 5 °CN . By: Paul Cavote Printed: 6/26/2015 2:30:35 PM Member Check- 2012 North American Specification - US (ASD) Load Combination: D+0.6W Design Parameters at 5.250 ft: Lx 10.500 ft Ly 10.500 ft Lt 10.500 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Box Beam 'C' .sct Material Type: A653 SS Grade 33, Fy=33 ksi Cbx 1.1364 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top kc 0 k Red. Factor, R: 0.4 Lm 10.500 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.000 9.16 0.000 0.00 0.000 Applied 0.000 9.16 0.000 0.00 0.000 Strength 12.380 111.07 4.079 29.80 8.719 Effective section properties at applied loads: Ae 2.2574 inA2 Ixe 35.834 inA4 Iye 5.629 in'4 Sxe(t) 7.0866 inA3 Sye(1) 2.9450 inA3 Sxe(b) 7.0866 inA3 Sye(r) 2.9450 inA3 Interaction Equations -N NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.082 + 0.000 = 0.082 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0 .082 + 0.000 = 0.082 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.006 + 0.000)= 0.080 <= 1.0 NAS Eq. 03.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 � " Y �aX 1360C" - O� ILt - c(A) 1- 2014 PLS S PsF o F S Psl= _ S� C 1 .S T 1 [1-72.a utrr5 est 3$4 x(i .-�) 3139- (21,5 xi06 ls, 35, 802 ink . coroVE>vnW J S ?SF 4,as 5 , 25 200 ° J - A IF 5w. L, S-(20,14- PLS Psi] + 35 FLP DLy 10,5 FiU' R I `?2$ TL 6 , I c avU S�� 38+ El 38 '(21�Sx1O F.0135, 8o2 'n� --- CFS Version 8.0.1 Page 1 Section: Section 2.sct Paul Cavote Box Column"D" Paul J Ford and Company�0 U o Q A48015-0010 Washington Square Mall-BAB Rev. Date: 6/26/2015 3:13:09 PM PA q-E, a By: Paul Cavote Printed:6/26/2015 3:15:33 PM II t1 Ro X Cia e"\I Q i 0 1 .. Section Inputs CFS Version 8.0.1 Page 2 Section: Section 2.sct Paul Cavote h[►.$0 f C �. b Box Column"D" Paul J Ford and Company 1'4 T .] 10 A48015-0010 Washington Square Mall-BAB t1 PA -E.„ 2,9Rev. Date: 6/26/2015 3:13:09 PM ,, . By: Paul Cavote R--,X CP kfii Printed:6/26/2015 3:15:33 PM Material: A653 SS Grade 33 No strength increase from c old work of forming.. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in"6 Torsion Constant Override, J 0 inA4 Connector Spacing 12 in Part 2, Thickness 0.0346 in (20 Gage) ent of Part from Origin: in:g X to center of gravity -1.3138 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg){de ) (in) Coef. (in) (in) 1 0.5000 270.000 0.076500 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.076500 Single 0.000 0.0000 0.8125 3 3.6250 90.000 0.076500 Cee 0.000 1.5000 1.8125 _ 4 1.6250 0.000 0.076500 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.076500 None 0.000 0.0000 0.2500 Stud, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 1.3138 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 90.000 0.076500 None 0.000 0.0000 0.2500 2 1.6250 360.000 0.076500 Single 0.000 0.0000 0.8125 3 3.6250 270.000 0.076500 Cee 0.000 1.5000 1.8125 4 1.6250 180.000 0.076500 Single 0.000 0.0000 0.8125 5 0.5000 90.000 0.076500 None 0.000 0.0000 0.2500 Part 4, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 1.5814 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 90.000 0.076500 Single 0.000 0.0000 0.6250 f 2 3.7707 0.000 0.076500 Cee 0.000 0.0000 1.8853 3 1.2500 -90.000 0.076500 Single 0.000 0.0000 0.6250 Track, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -1.5814 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 270.000 0.076500 Single 0.000 0.0000 0.6250 2 3.7707 180.000 0.076500 Cee 0.000 0.0000 1.8853 3 1.2500 90.000 0.076500 Single 0.000 0.0000 0.6250 CFS Version 8.0.1 Page 3 Section: Section 2.sct Paul Cavote Al,$O�j ®fl 0 l'0 Box Column"D" Paul J Ford and Company A48015-0010 Washington Square Mall-BAB Rev. Date: 6/26/2015 3:13:09 PM f p A dE 30 By: Paul Cavote ,'�' 8a G�IUN►I� Printed:6/26/2015 3:15:33 PM U Full Section Properties Area 0.94780 in"2 Wt. 0.0032225 k/ft Width 27.393 in Ix 2.2220 inA4 rx 1.5311 in Ixy 0.0000 inA4 Sx(t) 1.2030 inA3 y(t) 1.8471 in a 0.000 deg Sx(b) 1.2030 inA3 y(b) 1.8471 in Height 3.6942 in Iy 1.9799 inA4 ry 1.4453 in Xo 0.0000 in Sy(1) 1.0502 in'3 x(1) 1.8854 in Yo 0.0000 in Sy(r) 1.0502 inA3 x(r) 1.8854 in jx 0.0000 in Width 3.7707 in jy 0.0000 in Il 2.2220 inA4 rl 1.5311 in I2 1.9799 in"4 r2 1.4453 in Ic 4.2020 inA4 rc 2.1056 in Cw 0.71572 inA6 Io 4.2020 inA4 ro 2.1056 in J 0.0003782 inA4 Net Section Properties - Ix 2.2026 inA4 rx 1.6155 in Area 0.84400 inA2 Sx(t) 1.1924 inA3 y(t) 1.8471 in Ixy 0.0000 inA4 Sx(b) 1.1924 inA3 y(b) 1.8471 in Ic 3.8336 inA4 Iy 1.6310 inA4 ry 1.3901 in Sy(1) 0.8651 in'3 x(1) 1.8854 in Sy(r) 0.8651 inA3 x(r) 1.8854 in Fully Braced Strength -2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 10.350 k Maxo 18.028 k-in Mayo 13.216 k-in Ae 0.56453 inA2 Ixe 1.8963 inA4 Iye 1.3734 inA4 Sxe(t) 0.9123 inA3 Sye(1) 0.7998 inA3 Tension Sxe(b) 1.1736 inA3 Sye(r) 0.6688 inA3 Ta 18.729 k Negative Moment Negative Moment Maxo 18.028 k-in Mayo 13.216 k-in Shear Ixe 1.8963 inA4 Iye 1.3734 in''4 Vay 1.740 k Sxe(t) 1.1736 inA3 Sye(1) 0.6688 inA3 Vax 3 .666 k Sxe(b) 0.9123 inA3 Sye(r) 0.7998 inA3 4 . CFS Version 8.0.1 Page 1 Analysis: Analysis 3.anl Paul Cavote 12.167 ft Tali Beam-Column-Box Col."D" Paul J Ford and Company A 4 2 o 1 S — Of* A48015-0010 Washington Square Mall-BAB ,--------------- Rev. Date: 6/26/2015 3:15:12 PM PA 3 By: Paul Cavote -` 4, Printed:6/26/2015 3:15:33 PM Dix c LUMN D" 4 Analysis Inputs Members Section File Revision Date and Time _ 1 Section 2.sct 6/26/2015 3:13:09 PM Start Loc. End Loc. Braced R k0 Lm _ (ft) (ft) Flange (k) (ft) 1 0.000 12.167 None 0.0000 0.0000 12.167 ex ey (in) (in) 1 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 0 1 XYT 0.000 2.000 No 1.0000 2 XYT 12.167 2.000 No 1.0000 (Loading: Dead Load Type Angle Start Loc. End Loc. Start End f rS (deg) (ft) (ft) Magnitude Magnitude INCL�9 1 Axial NA 0.000 12.167 0.61600 0.61600 k MA, Loading: Wind Load Uzi/4S — Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 12.167 0.36500 0.36500 k Load Combination: D+0.6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 2ll ,pS (c6 PSI ` 0.z11 zl k S PSSClivotvgT) 1 Dead Load 1.0000 SSSS 2 Wind Load 0.6000 0, 60 WL FAc.--roR z. o.3(5 k [c PsFl (Fp,(-toRul) 1 i '. • `• CFS Version 8.0.1 Page 2 Analysis: Analysis 3.ant Paul Cavote Argo 15""00 10 12.167 ft Tall Beam-Column-Box Col. "D" Paul J Ford and Company A48015-0010 Washington Square Mall-BAB � �� Rev. Date: 6/26/2015 3:15:12 PM `' 0 PA-E,- 32 By: Paul Cavote RtX Co On410 D Printed:6/26/2015 3:15:33 PM Member Check- 2012 North American Specification - US (ASD) Load Combination: D+0.6W Design Parameters at 0.000 ft, Right side: Lx 12.167 ft Ly 12.167 ft Lt 12.167 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Section 2.sct Material Type: A653 SS Grade 33, Fy=33 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k0 0 k Red. Factor, R: 0 Lm 12.167 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.8350 0.000 0.0000 0.000 0.0000 Applied 0.8350 0.000 0.0000 0.000 0.0000 Strength 1.3749 10.324 1.7402 9.817 3.6657 Effective section properties at applied loads: Ae 0.94780 in''2 Ixe 2.2220 inA4 Iye 1.9799 inA4 Sxe(t) 1.2030 inA3 Sye(1) 1.0502 inA3 Sxe(b) 1.2030 in"3 Sye(r) 1.0502 inA3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.607 + 0.000 + 0.000 = 0.607 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.081 + 0.000 + 0.000 = 0.081 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 BOX c VMfq "b Lok J ) . 1 At4-801S —0010 . Mel, 33 1 MU 3 CONNECT TO EXISTING STRUCTURE PER DETAILS ON TI-115 SHEET eF� G'p ti 0,,, Oz 16, 0 +9C NOTE: FOR DOUBLE STUD DIAGONALS, "SECOND" STUD SHALL * END AS CLOSE AS POSSIBLE TO END 1 CONNECTION, TOP 4 BOTTOM. VIEWS A-A\\\% - B-B, 4 C-C __ (4)-4412 SCREWS STOREFRONT FRAMING SEE SECTIONS DIAGONAL BRACING OPTIONS 20 GA. DIAGONAL BRACE OPTIONS: DIAGONAL LENGTH- DIAGONAL LENGTH- DIAGONAL LENGTH- 18'-1" TO 2`7'-0" x UP TO 10'-0° 10'-I" TO 18'-0" DBL 3 5/8°, 20 GA. STUDS WITH SINGLE 3 5/8', DBL 3 5/8", 20 GA. STUDS 1 5/8" HIDE FLANGES AND 3 5/8", 20 GA. DIAGONAL WITH 15/8° HIDE FLANGES 18 GA. DEEP LEG TRACKS (2° FLANGE) 15/8`'-� 15/8" �-N 2 1/4"-N-, - ii 1 1 f i — #8 SCREWS @ 148 SCREWS @ `. 12"c/C 12°c/c VIEW A—A VIEW B—B VIEW C—C ! ' SPACING OF DIAGONAL BRACING. *CONTACT STRUCTURAL ENGINEER FOR LENGTHS INTERIOR PARTITIONS - 48° O.C. MAX LONGER THAN 27'-0°. STOREFRONT FRAMING - 48° O.C. MAX SEE DETAIL E/5102 FOR OPTIONAL SPLICE IN DIAGONAL BRACE. A TYPICAL DIAGONAL BRACING S102 scale:N.T.S. CFS Version 8.0.1 Page 1 Section:Sgl 3625 20ga Brace 10 ft Max Span.sct Paul Cavote Paul J Ford and Company A4g0 I S —°01° Rev. Date: 12/10/2013 2:08:36 PM By: Paul Cavote 11 2 PA4 E { CAM* Printed: 12/10/2013 2:08:43 PM1 — .6gA Si LE 35f 4e, 20 ja. ST0D 54� R LoAA C.rzhir.frft Loc4-rt.oN:i 4)- e • 0,5o / I- • Section Inputs P • CFS Version 8.0.1 Page 2 Section: Sgl 3625 20ga Brace 10 ft Max Span.sct Paul Cavote Paul J Ford and Company AtN0 tS 0010 Rev. Date: 12/10/2013 2:08:36 PM en* I -- BRA CE f'A 6re 25 By: Paul Cavote Printed: 12/10/2013 2:08:43 PM smtrc, 25784 j P 2,036t. S-rui Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi • Warping Constant Override, Cw 0 in''6 Torsion Constant Override, J 0 inA4 Stud, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.076500 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.076500 Single 0.000 0.0000 0.8125 3 3.6250 90.000 0.076500 Cee 0.000 1.5000 1.8125 4 1.6250 0.000 0.076500 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.076500 None 0.000 0.0000 0.2500 I CFS Version 8.0.1 Page 1 Section: Sgl 3625 20ga Brace 10 ft Max Span.sct Paul Cavote Paul J Ford and Company A11101.5-7 dol 0 Rev. Date: 12/10/2013 2:01:58 PM OPTiAN aR� P��� 3‘ - • By: Paul Cavote Printed: 12/10/2013 2:08:43 PM '___ - "'- `' S rub StM Lt ' 35/8 A � 2�5a� Full Section Properties Area 0.26211 in''2 Wt. 0.00089119 k/ft Width 7.5756 in , Ix 0.5512 in'4 rx 1.4502 in Ixy 0.0000 inA4 Sx(t) 0.30413 inA3 y(t) 1.8125 in a 0.000 deg Sx(b) 0.30413 inA3 y(b) 1.8125 in Height 3.6250 in Iy 0.0994 inA4 ry 0.6157 in Xo -1.3066 in Sy(1) 0.18503 inA3 x(1) 0.5370 in Yo 0.0000 in Sy(r) 0.09131 inA3 x(r) 1.0880 in jx 2.0732 in Width 1.6250 in jy 0.0000 in II 0.5512 inA4 rl 1.4502 in 12 0.0994 inA4 r2 0.6157 in Ic 0.6506 inA4 rc 1.5754 in Cw 0.28427 inA6 Io 1.0981 inA4 ro 2.0468 in J 0.00010460 inA4 Net Section Properties Ix 0.5415 inA4 rx 1.6050 in Area 0.21021 in'2 .Sx(t) 0.29876 inA3 y(t) 1.8125 in Ixy 0.0000 inA4 Sx(b) 0.29876 inA3 y(b) 1.8125 in Ic 0.6234 inA4 Iy 0.0819 inA4 ry 0.6241 in Sy(1) 0.12307 inA3 x(1) 0.6653 in Sy(r) 0.08531 inA3 x(r) 0.9597 in 'Member Check- 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Design Parameters: Lx 10.0000 ft Ly 10.0000 ft Lt 10.0000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.500000 in I Cmx 1.0000 Cmy 1.0000 ey 0.000000 in I Braced Flange: None kl) 0 k • Red. Factor, R: 0 Lm 10.0000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.4060 0.0000 0.0000 0.000' 0.0000 1•. Applie 0.4060 0.0000 0.0000 0 . 030 0.0000 Strength 0.6064 2.2341 0.5212 0.9669 1.2013 - Effective section properties at applied loads: Ae 0.26211 in''2 Ixe 0.55123 in'4 Iye 0.09935 inA4 Sxe(t) 0.30413 inA3 Sye(1) 0.18503 in"3 Sxe(b) 0.30413 inA3 Sye(r) 0.09131 inA3 • \it Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.670+ 0.000 + 0.330 = 1.000 <= 1.0 MjNi€AINT NAS Eq. C5.2.1-2 (P, Mx, My) 0.128 + 0.000 + 0.210 = 0.338 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.015 + 0.000)= 0.120 <= 1.0 "I . . ) Ati43wQ$lE, AX IAL UAL C41 Ac,'VJ = o,4-0 6 k 4.0 6 IL. AT b 6 AI-LiWCrlii 10-0 , 9.1 Iz D_ Act, AC T = 0,273 k = �?- 16s, Irl I - 8McE ok ( e.E. PA6,5. 9.. �R _ ta`a BRAC LxA>a) CFS Version 8.0.1 Page 1 Section: Dbl 3625 20ga Brace Back-to-Back 18 ft Max Span.sct Paul Cavote Paul J Ford and Company Rev. Date: 12/1012013 2:22:48 PM By: Paul Cavote fq(,d Printed: 12110/2013 2:23:00 PM D�TII� - 2.` VA Cf. N L 3 sii1 Dom Zosct, s-Tvb foci(-7)}-akg. ( 1 r t_oAA c 1vt ? toc.Rlloi . (USS 1f2" g-e-c `t'gg crt'y 0,So"4, fi10 Bo cpg..cf\JATiVE) NT.g. • J Section inputs • CFS Version 8.0.1 Page 2 Section: Dbl 3625 20ga Brace Back-to-Back 18 ft Max Span.sct Paul Cavote Paul J Ford and Company 0.01S - 0010 Rev. Date: 12/10/2013 2:22:48 PM 011-10) 9-.._BPAc;�, PA CSE 38 By: Paul Cavote ...�_ Printed: 12/10/2013 2:23:00 PM p�L 3 5 /g'' DV?) 2n g a, STufl BACK-fit, _QA{ - Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi. Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in"'6 Torsion Constant Override, J 0 inA4 Connector Spacing 12 in Stud, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity -0.53695 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 90.000 0.076500 None 0.000 0.0000 0.2500 2 1.6250 360.000 0.076500 Single 0.000 0.0000 0.8125 3 3.6250 270.000 0.076500 Cee 0.000 1.5000 1.8125 4 1.6250 180.000 0.076500 Single 0.000 0.0000 0.8125 5 0.5000 90.000 0.076500 None 0.000 0.0000 0.2500 Part 2, Thickness 0.0346 in (20 Gage) 'Placement of Part from Origin: • X to center of gravity 0.53695 in X to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius , Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) . 1 0.5000 270.000 0.076500 None 0.000 0.0000 0.2500 , 2 1.6250 180.000. 0.076500 Single 0.000 0.0000 0.8125 3 3.6250 90.000 0.076500 Cee 0.000 1.5000 1.8125 4 1.6250 0.000 0.076500 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0,076500 None 0.000 0.0000 0.2500 I,. r N 1 • CFS Version 8.0.1 Page 1 Section: Dbi 3625 20ga Brace Back-to-Back 18 ft Max Span.sct Paul Cavote Paul J Ford and Company A48U I5- 4010 Rev. Date: 12/10/2013 2:19:53 PM PA��. By: Paul Cavote 0MI*1 2-6l 11 Printed: 12/10/2013 2:23:00 PM Full Section Properties IAL., 35/BJ D�ff'� 20 8a, STUD 8Acg.-lb-0A* Area 0.52423 in'2 Wt. 0.0017824 k/ft Width 15.151 in Ix 1.1025 inA4 rx 1.4502 in Ixy 0.0000 inA4 Sx(t) 0.60825 inA3 y(t) 1.8125 in a 0.000 deg Sx(b) 0.60825 inA3 y(b) 1.8125 in . Height 3.6250 in Iy 0.3498 in''4 ry 0.8169 in Xo 0.0000 in Sy(1) 0.21529 inA3 x(1) 1.6250 in Yo 0.0000 in Sy(r) 0.21529 inA3 x(r) 1.6250 in jx 0.0000 in Width 3.2500 in jy 0.0000 in • Il 1.1025 inA4 rl 1.4502 in 12 - 0.3498 inA4 r2 0.8169 in Ic 1.4523 inA4 rc 1.6644 in Cw 0 .56854 inA6 Io 1.4523 inA4 ro 1.6644 in J 0.0002092 inA4 • Net Section Properties Ix 1.0830 inA4 rx 1.6050 in Area 0.42043 in"2 Sx(t) 0.59751 inA3 y(t) 1.8125 in Ixy 0.0000 inA4 Sx(b) 0.59751 inA3 y(b) 1.8125 in Ic 1.4328 inA4 Iy 0.3498 inA4 ry 0.9122 in Sy(1) 0.21527 inA3 x(1) 1.6250 in Sy(r) 0.21527 inA3 x(r) 1.6250 in Member Check -2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Design Parameters: Lx 18.000 ft Ly 18.000 ft Lt 18.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.500000 in Cmx 1.0000 Cmy 1.0000 ey 0.000000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 18.000 ft Loads: - P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.6530 .0.0000 0.0000 0. 0000 0. 5000 i ' .•1ied 0.6530 0.0000 0.0000 0.3265 0.0000 Strength 0.8338 2.1513 1.0424 3.2642 2.4026 • Effective section properties at applied loads: Ae 0.52423 inA2 Ixe 1.1025 inA4 Iye 0.3498 inA4 Sxe(t) 0.60825 in''3 Sye(1) 0.21529 inA3 Sxe(b) 0.60825 inA3 Sye(r) 0.21529 inA3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.783 + 0.000 + 0.217 = 1.000 <= 1.0 - F'A' A OUT NAS Eq. C5.2.1-2 (P, Mx, My) 0.103 + 0.000 + 0.100 = 0.203 <= 1.0 NAS Eq. 03.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3 .1-1 (My, Vx) Sqrt(0.006 + 0.000)= 0.079 <= 1.0 At.UowAtAY,\F4 LAD CAPA c 0,653 k = (,5 tI " KL excees 200. 3 IOS AT pia,aiN)gtTi1 18 --0 . ITD. BRACE imp cAAAcrrV z 0.27i3 k 2n 11s. oiT'ioN z ... BRAc� o� (sq.. PA qE _1 Fa,Z 44'4), BRACE Li 4p CFS Version 8.0.1 Page 1 Section: Long Diagonal Brace 27' Max.sct Paul Cavote A4$0, S —00 I o Long Diagonal Brace 27' Max. Paul J Ford and Company A48015-0010 Washington Square Mall-BAB Rev. Date: 6129/2015 9:08:52 AM PA E. 134 By: Paul Cavote Printed:6/29/2015 9:12:35 AM h100 a0 2 - BRA cL DBL. 3 5/8" DSP 2.A 9a., STub BAc�'--Tv —RAO( WIDE TRAtdg RAVING. 2`" Ft-A J 4 � l $ ,5,;. AT RIGAVV S tD&.S F '/� oVAku, tfvtLTl- SOAK LOAD c6: [ LoCJTI1'4 rt 41) � USED 112 Es-UM � cITY To BE c,oNSEAV<TIV€, ISr d �L 1j Section Inputs I n, • CFS Version 8.0.1 Page 2 Section: Long Diagonal Brace 2T Max.sct Paul Cavote /kiwis-000 LongDiagonal Brace 2T Max. 9Paul J Ford and Company - - A48015-0010 Washington Square Mall-BAB H o {aN 3 f'A c I$ Rev. Date:6/29/2015 9:08:52 AM pgL. 3S/ p� �, 20 a 1 gAC To _SACk By: Paul Cavote WI 3 qg" WtDE-TRACE RAVING ',err F Gi-S , i$ a. AT " Printed:6/29/2015 9:12:35 AM � � � y U-FT ` RI OT StE5 FaR 12 oVgkAu- Wtpl'N Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 inA6 Torsion Constant Override, J 0 in"4 Connector Spacing 12 in Stud, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity -0.537 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 90.000 0.076500 None 0.000 0.0000 0.2500 2 1.6250 360.000 0.076500 Single 0.000 0.0000 0.8125 3 3.6250 270.000 0.076500 Cee 0.000 1.5000 1.8125 4 1.6250 180.000 0.076500 Single 0.000 0.0000 0.8125 5 0.5000 90.000 0.076500 None 0.000 0.0000 0.2500 Part 2, Thickness 0.0346 in (20 Gage) - Placement of Part from Origin: X to center of gravity 0.537 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.076500 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.076500 Single 0.000 0. 0000 0.8125 3 3.6250 90.000 0.076500 Cee 0.000 1.5000 1.8125 I 4 1.6250 0.000 0.076500 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.076500 None 0.000 0.0000 0.2500 Track, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity 1.7139 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 2.0000 360.000 0.071200 Single 0.000 0.0000 1.0000 2 3.7864 270.000 0.071200 Cee 0.000 0.0000 1.8932 3 2.0000 180.000 0.07 1200 Single 0.000 0.0000 1.0000 Part 4, Thickness 0.0451 in (18 Gage) - Placement of Part from Origin: X to center of gravity -1.7139 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance . (in) (deg) (in) Coef. (in) (in) 1 2.0000 180.000 0.071200 Single 0.000 0.0000 1.0000 2 3.7864 90.000 0.071200 Cee 0.000 0.0000 1.8932 3 2.0000 0.000 0.071200 Single 0.000 0.0000 1.0000 1 1 CFS Version 8.0.1 Page 3 Section: Long Diagonal Brace 2T Max.sct Paul Cavote A(1-8015- o0 t Q Long Diagonal Brace 27'Max. Paul J Ford and Company A48015-0010 Washington Square Mall-BAB OrTION 3 - $ PACS Rev. Date: 6/29/2015 9:08:52 AM 2- By: Paul Cavote DBL. 35I8, f' 2,03a. .S\)t 8Ack.To-- Acj Printed: 6/29/2015 9:12:35 AMw( 351d4 MK-- TAKik KAVW C- FUN drg'SgA ;$ M � . AT Full Section Properties 10-T RIOT SOES FQ.A 11)12., °WALL tvi4T k Area 1.2112 in"2 Wt. 0.0041180 k/ft Width 30.383 in Ix 2.7188 in"4 rx 1.4982 in Ixy 0.0000 in"4 Sx(t) 1.4361 in"3 y(t) 1.8932 in a 0.000 deg Sx(b) 1.4361 in"3 y(b) 1.8932 in Height 3.7864 in Iy 2.6515 in"4 ry 1.4796 in Xo 0.0000 in Sy(1) 1.1784 in"3 x(1) 2.2500 in Yo 0.0000 in Sy(r) 1.1784 in"3 x(r) 2.2500 in jx 0.0000 in Width 4.4999 in jy 0.0000 in Il 2.7188 in"4 r1 1.4982 in 12 2.6515 in"4 r2 1.4796 in lc 5.3702 in"4 re 2.1057 in Cw 1.2513 in"6 Io 5.3702 in"4 ro 2.1057 in J 0.0006749 in"4 Net Section Properties Ix 2.6993 in"4 rx 1.5613 in Area 1.1074 in"2 Sx(t) 1.4258 in"3 y(t) 1.8932 in Ixy 0.0000 in"4 Sx(b) 1.4258 in"3 y(b) 1.8932 in Ic 5.3507 in"4 Iy 2.6514 in"4 ry 1.5474 in Sy(1) 1.1784 in"3 x(1) 2.2500 in Sy(r) 1.1784 in"3 x(r) 2.2500 in Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 12.913 k Maxo 21.125 k-in Mayo 18.510 k-in Ae 0.70435 in"2 Ixe 2.2613 in"4 Iye 2.2798 in"4 Sxe(t) 1.0691 in"3 Sye(1) 1.1034 in"3 Tension Sxe(b) 1.3531 in"3 Sye(r) 0.9367 in"3 Ta 23.933 k Negative Moment Negative Moment Maxo 21.125 k-in Mayo 18.510 k-in Shear Ixe 2.2613 in"4 Iye 2.2798 in"4 Vay 2.461 k Sxe(t) 1.3531 in"3 Sye(1) 0.9367 in"3 Vax 6.608 k Sxe(b) 1.0691 in"3 Sye(r) 1.1034 in"3 ; Member Check-2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Design Parameters: Lx 27.000 ft Ly 27.000 ft Lt 27.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.500000 in Cmx 1.0000 Cmy 1.0000 ey 0.000000 in Braced Flange: None k 0 k Red. Factor, R: 0 Lm 27.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) . ,, • CFS Version 8.0.1 oP1toN 3 - 6ACE Page 4 Section: Long Diagonal Brace 27'Max.sct Paul Cavote --0010 Long Diagonal Brace 27'Max. Paul J Ford and Company A48015-0010 Washington Square Mall-BAB t�BL, 3I6'mfp 2t a SrUb BAS To—SACS PA t �3 Rev. Date: 6/29/2015 9:08:52 AM w( 3 s/8'' wtb€ T/Ack yt 2,, C'LA146tE S 1 g Py: Paued l Cavote 2015 9:12:35 AM L£F R1�4<T Sas..s M 02," ovRA1L tvi b,111 AT rM IA 4641) Vy(k) My(k.10 Vx Entered 0.3150 3.184 0.0000 0.0000__ 0.0000 .pplie• 0.3 50 3.1840 0.0000 0.1575 0.0000 Strength 1.1149 5.0140 2.4615 5.4777 6.607: Effective section properties at applied loads: Ae 1.21117 in"2 Ixe 2.7188 in"4 Iye 2.6515 in"4 Sxe(t) 1.4361 in"3 Sye(1) 1.1784 in"3 Sxe(b) 1.4361 in"3 Sye(r) 1.1784 in"3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.283 + 0.687 + 0.031 = 1.000 <= 1. `-- V1A' E1 oUT NAS Eq. C5.2.1-2 (P, Mx, My) 0.024 + 0.635 + 0.029 = 0.688 <= 1.0 NAB Eq. C3.3.1-1 (Mx, Vy) Sgrt(0. 023 + 0.000)= 0.151 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0. 000 + 0.000)= 0.009 <= 1.0 KL/r exceeds 200. AAA L AXIAL .� ALLowaE AXtA1,, 1,010 cAfAC� = 6Ro5 - Sol Wr. = o,31s k - 0,(7/9 k • 0, 236 k 11 236 CL. Al DIA 6C AL U-14GT(1 2 /-o, RE4�fl . BRACf- 12.4 caPActiY T. 0___! k . )�s 6PT��N_3 � c� o SEPKC, JL M tvb. & c , LtiAD J\