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SDP 2022-0004; AQUAZONE LEGOLAND PLAY STRUCTURE; LEGOLAND DBL 10X10 UMBRELLA; 2022-05-09
• tv; fo,.,_ C/IJN"/~ 1 · c A7LI .s />A-p, c ~ ~ ¥4- • ~t -:. Z.,l'=t C /7<:. ~ ~&..ut_;<../4<...111s. • 'fltJt. /(/'/'.xt~ 'V~l,&.f.tlc._ .. AJ" s.,; l !> ~rt., t- MAYO 9 2022 **Structure attaching to existing concrete slab to be Field Verified by others for applied loading and integrity** ' -\ . -· ........... " ...._.. -.... - ~-; 1~,4~,c nf-~~ v,.1,,M,1,l4 , I /PX//j~~~ ~"""'"/J6...,.,, /f1, Pe F ,._ 11-J (... Ya "'tfl lJt ,, Ml ,)L ~< "',f. IA---(~ti/f,H,,,;f r1 ft.. b"1~,.J /ff"IGII-AT-IPI\J r 10' ..,f Ar IR' t /1..1,,- ( 'i-N • re JI J>f 6 Flr-e> ~ c., ,ut,~"-'f ~;, o 1 t.. rsf t,,, i,,) fctrir. ~ ~ IM"S St V tilt, · $,fl.IC-(,(_ ~P Alor tJ,-.1r,w-/ ~ . • Lo~ P~~t,,,tr/~,v ...,. J:>e1W> t.A"I) • ""''" FM,~l-,. ,.,~-,J.,.. ~ ha. 11111-o ,,, (!. If,/, ler f'ntu +1£1JN/k. -> ll"'L ¼Ai c. &z.• • 14Qt:s> ~,.,,, C. IJ, I) 1~,.,J.,. - -t,,. 1,,/ Ill l 1,+p • ~r"'6-'---0. S"'.Q.rtr fr-,J,, s~iw t,,"'"> '4s u.,.,#-1'1 PtA-t,,eJc, _,. ~ t.c, IL#~ J,tllll,.')..JG, s ,,,. ,,., tMN.fi.t .. 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'-s -4 -=-!.>~ '-t:_p -J.(.c, fon, vtA-,~A--1-e-~ be. ~ ~D DL+WL Load ;-,J C6rJtC ,:.e,./-e, Pl!-S>t"5 ,J C: ~ /ll>f=>~<;.) Factor --f\{~ -: I)/ }1 , 4-fj .:. /8 )BJ fl, FT t1lf. ~ ( -f la-<N { t.hr1-/ 1'. I (---14,vs ,'-u/) "'% '7 (M) "-7 ..!!ff u:,,/, i,...,,,t 1;_ /', .. 5,,; CZ' I' /4-n > /"iJ-. ~ J I JS J A , ..,, . ,. l?..JC". l't-1t /" pl;ffl,Z '...,/ 4-f.-?, ·1 /Zop_s ~ tJ ~1" ( # /11,,W~ ~~ 4>"1MA'A c>,rlo,v • C-1$,e,_ ,'Ate.-~e. ""'~ $~ lb ,./•r ,(,el~ .S~c/M ~~e.r/1,,J .., ~-N{. t:: ,Z ~;./ • > tePt_ .._ ~f..SNf' .SJ • wee-(d c cn.~)e ,. a-, ts .. 1'-:r.o?,,., s/1 • Nr; /ilv ~'N w,..,,1,4 1U7t,'f-ecl ,-. 11-rA.. isw ~~/..L ~~lrlJ ~ I'll/ J,t6. 1"DT1H ~ #F .STII-U~~ 2 /11/-e.2.. 7 .:,. t:.') IV o/ ,;;, µw A-If ,'f{) IL d-Jd ,I\} 1'> {r,-/l-I{-,· l f,~ e-f e X I ~4> ( Envelope Only SOiution c _-;c_, ----- WCE Lego Land SK-1 Feb 21, 2022 at 5:59 PM cc-legoland dbl 10x10 cant umbrell .•. C Company Designer Job Number Model Name tGlobal) Model Settings : CCI : WCE : Lego Land Display Sections for Member Cales Max Internal Sections for Member Cales Include Shear Deformation? Increase Nailina Caoacitv for Wind? Include Waroina? Trans Load Btwn lntersectina Wood Wall? Area Load Mesh CinA2) Merae Tolerance fin) P-Delta Analvsis Tolerance Include P-Oelta for Walls? Automatically Iterate Stiffness for Walls? Max Iterations for Wall Stiffness Gravitv Acceleration Cft/secA2) Wall Mesh Size Cin) Eiaensolution Converaence Toi. l1.E-) Vertical Axis Global Member Orientation Plane Static Solver Dvnamic Solver Hot Rolled Steel Code Adiust Stiffness? RISAConnection Code Cold Formed Steel Code Wood Code Wood Temoerature Concrete Code Masonrv Code Aluminum Code Stainless Steel Code Adiust Stiffness? Number of Shear Reaions RA<lion Soacina Increment lin) Biaxial Column Method Parme Beta Factor lPCA) Concrete Stress Block Use Cracked Sections? Use Cracked Sections Slab? Bad Framina Waminas? Unused Force Waminos? Min 1 Bar Diam. soacino? Concrete Rebar Set Min % Steel for Column Max % Steel for Column 10 100 Yes Yes Yes Yes 144 .12 0.50% Yes No 3 32.2 12 4 y xz Soarse Accelerated Accelerated Solver AISC 15th(360-16): ASD Yes(Tau=1.0) AISC 15th(360-16): ASD AISI S100-16: ASD AWC NDS-15: ASD < 100F ACI 318-14 TMS 402-16: ASD M ADM1-15: ASD -Buildina AISC 14th(360-10): ASD Yes(Tau=1.0) 4 4 PCA Load Contour .65 Rectanaular Yes Yes No Yes No REBAR SET ASTMA615 1 8 Feb 21, 2022 5:59PM Checked By: __ RISA-3O Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d] Page 1 I Company IIRISA ~=~=ber : CCI : WCE Feb 21, 2022 5:59 PM Checked By: __ ,,.rrr,,,,.,·,-,·., 0,.,,.,,0,,,. Model Name : Lego Land c· ===================== tGfobaO Modef Settings. continued Seismic Code UBC 1997 Seismic Base Elevation lft\ Not Entered Add Base Weight? Yes CtX .035 CtZ .035 TX (sec) Not Entered T Z (sec) Not Entered RX 8.5 RZ 8.5 Ca .36 Cv .54 Nv 1 Occuoancv Cateoorv 4 Seismic Zone 3 OmZ 1 DmX 1 RhoZ 1 RhoX 1 General Material Properties 7 Joint Coordinates and Temperatures C RISA-30 Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d] Page2 : CCI : WCE Feb 21, 2022 5:59PM Checked By: __ I Company IIRISA ~=~~:ber c· ==·=·"=''="'"·=·•·'=•=C~=·~=·••:=,=M=ocl=~=N=ame==:=L=eg=o=La=n=d======================== Joint Coordinates and Temperatures (Continued> 15 1 17 18 19 Joint Boundary Conditions Joint Label ~nl l 1 I N1 R tion C Pl Pl-5 14 VBrace C RISA-3O Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d] Page3 C IIIRISA Company Designer Job Number Model Name CCI WCE Lego Land Member Advanced Data fContinuedJ I ohal I Qolooc,a .I Q.,.1 ........ 11"\ffc,.,.+rjnl .I --- 8 M8 g M9 10 M10 11 M11 12 M12 13 M13 14 M14 BenPIN BenPIN 15 M15 RAnPIN BenPIN 16 M16 BenPIN BenPIN 17 M18 18 M19 BAnPIN BenPIN 19 M?O BenPIN BenPIN ?fl M21 BenPIN RenPIN 21 M?~ 22 M?4 23 M?5 24 M26 25 M27 26 M?8 27 M?s:1 28 M-=tn BenPIN BenPIN 29 M31 BenPIN BenPIN ~(I I\A~? BenPIN RenPIN c·. Hot Rolled Steel Design Parameters lsah<>I Shane I annthfftl I hvvfftl l_hzzfftl 1 M1 PIPE 6.0 g 2 M? Pl-50 8 3.93 3 M3 5/8" Dia. Roe 12.021 4 M4 /8" Dia. Roe 1? 0?1 5 M5 /8" Dia. Roe 12.021 6 MR /8" Dia. Roe 1? 0?1 7 M7 PIPE 5.0 8.559 8 MS Pl-250 11c .. 5 9 M9 Pl-250 11c .. 5 10 M10 Pl-250 11c. 5 11 M11 Pl-250 11c .. 3559 12 M12 Pl-250 11c. 3.559 13 M13 Pl-250 _ 11 c .. 3.559 14 M14 Pl-15 14 5.598 15 M15 Pl-15 14 5.598 16 M16 Pl-15 14 5.50R 17 M18 Pl-50 8 3.93 18 M19 ,1a· Dia. Roe 1? 0?1 19 M20 /8" Dia. RO< 12.021 20 M21 /8" Dia. RO< 12.021 21 M23 PIPE 5.0 8.559 22 M24 Pl-250 _ 11c. 5 ?':lo M25 Pl-250 11c .. 5 24 t..4?6 Pl-250 11c. 5 25 M27 Pl-250 11c .. 3.559 ?R M?R Pl-250 11c. 3},!'.Q 27 M29 Pl-250 11c .. 3.559 ?R M~O Pl-15 14 5.598 29 M31 Pl-15 14 ~~98 .. TIC Onlv Phv!llir.sil n .. fl g.,.+ A -•· Yes Yes y,:,,;:. Yes yi,,,;:. Yes Yes **NA** Yes **NA** yp,_,;:. **NA** Yes **NA** Yes Yes Yes Yes Yes Yes Yes y,:,,;:. Yes Yes Yes **NA** Yes **NA** Yes **NA** r.nmn tnnrft1 r.nmn hntfftl L _tnrn l<,n, K77 Lbvv Lbvv Lbvv 1.bvv Lbvv Lbvv Lbvv l_bvv Lbvv Lbvv Lbw Lbvv Lbvv 1.bvv l bvv Lh\J\J 1.bvv 1.bvv Lbw Lbw Lbvv Lbw l.bw Lbvv lhvv 1.hvv Lbvv Lbvv Lbw Feb 21, 2022 5:59PM Checked By: __ ln,.,.+1., .. ~olc,ml,- None None None None None None None None None None Excf11rle None Exclude None Excl11rle None None None None None None None None None None Nnne f'h i=, rnr.tinn Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Laten:il latAn:lf Lateral 1.ateral 1 ,:\teral I i:iteral Lateral Lateral Lateral lateral Lateral Lateral Lateral Lateral l.ateral Lateral Lateral I !-lteral Lateral RISA-30 Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3dJ Page4 (" c· IIIRISA Company Designer Job Number Model Name : CCI : WCE : Lego Land Hot Rolled Steel Design Parameters {Continued) Feb 21, 2022 5:59PM Checked By: __ ~i' Sha~ ~n;gu Lbw(ft] Lbzz(ffi 1:J]D~p(ftllcomp bot(ftll-torg.,. Kw I 30 I I Pl-15 14 ! . I I I b l I I Kzz Cb Joint Loads and Enforced Displacements (BLC 3 : wind x) . lnlnt I AhAI lnM u--""' ,tiortlt It.ft\ (in.n:id\ (k*sA?lft .. 1 N7 L X .118 2 NB L X .118 3 N5 L X .475 4 N? L y -.69 5 N4 L y .69 6 N2 L y -.69 7 N15 L y .69 8 N16 L X .475 9 N1R L X .118 10 N7 L X .118 Joint Loads and Enforced Displacements fBLC 4 : wind zJ lnintl <>hal lnM . ,.,,.,nnitudertk k-ft\. /In.rad\ (k*s"?llt . 1 N2 L z .118 2 N4 L z 118 3 N5 L z .475 4 N7 L y -.69 5 NB L y .69 6 N2 I z .118 7 N15 L z .118 8 N16 L z .475 9 N18 L y -.69 10 N7 l y .69 Member Point Loads Member Label Direction Magn;tude[k.k-ftl Location[ft,%J No Data to Print ... Member Distributed Loads fBLC 3 : wind xJ I i I MemBtabef Djreijon !Start M~&ilde[k/ft.,..rnd Ma]i!eWfl-: .. r Start ?ik>n[ft,%1 I End 1;n[ft,%) Member Distributed Loads {BLC 4 : wind zj Mem'a~ Label M1 Dire7~ Start M~tde[k/ft. ... End ~~m;e[k/ft.F .... Start Lo:tton[ft,%1 End ::.~~n[ft, %] L I .014 I .g~ f ~ I _L1 RISA-3D Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d] Page5 c~-IIIRISA Company Designer Job Number Model Name : CCI : WCE : Lego Land Member Distributed Loads fBLC 5 : BLC 1 Transient Area LoadsJ (Continued} M"'mhorl <>hol .. ..--.-~,.-.... Start • •---"-_._,,..,. End ""---"-~defk/fl:.F . ~rt I nrsatlnnfft.%1 8 M7 y -.000146 -. 1111111ul 1 976 9 M7 y -.000?04 -.000248 3.851 10 M7 y -.000248 -.000'.=15 5.777 11 MS y -2e-5 -.000154 0 12 M8 y -000154 -000169 1.667 13 MS y -.000169 -4.3e-5 3.333 14 M12 y -.000145 _,:; AA-5 0 15 M12 y -5.AA-5 6A-n 1.4?3 16 M4 y -7e-6 -6.7A-5 0 17 M4 y -6.7e-5 -.000137 2.003 18 M4 y -.onn1::17 _nnn1]8 4.007 19 M4 y -.000178 -.oon137 6.01 ?O MA. y -.noo137 -6.7e-5 A 014 21 MA. y -6.7e-5 -7~ 10.017 77 M8 y -.000116 -.000116 4.1fin 23 MQ y -.000232 -.0002'.=l? 4.156 ?A M12 y -7A-6 -.000116 0 25 M13 y -1.4e-5 -onn?':\? 0 ?6 MA y -4e-5 -.000142 .5 27 MB y -.000142 -.00013 2 28 MB y -00013 -1.7A-5 3.5 29 M9 y -7.9e-5 -.000283 .5 30 M9 y -.000283 __ ono?6 2 31 M9 y -.000?6 -3.4e-5 3.5 32 M10 y ..AA-..t; -000142 .5 33 M10 y -,00014? __ onn13 2 34 M10 y -.00013 -1.7e-5 3.5 35 M5 y -7e-6 -6.7e-5 0 ~6 Mfi y -6.7A-fi -.onn137 2.nn3 37 Mfi y -.000137 __ onn17s 4.007 38 MS y -.000178 -.000137 6.01 39 MS y -.000137 -6.7e-5 8.014 40 MS y -6.7e-5 -7e-6 10.017 41 M10 y -000116 -.000116 4.156 42 M11 y -7e-6 -.000116 0 43 M6 y -1e-5 -6.6e-5 0 44 M6 y -6.6e-5 -.ooQ136 2.om 45 M6 y -.000136 -.000169 4.007 46 M6 y -.000169 -.000123 601 47 M6 y -.oon1?~ -5.4e-5 8.014 48 M6 y -5.4e-5 -48-6 10,017 49 M10 y -2e-5 -.000154 0 50 M10 y -.000154 -.ono16Q 1667 51 M10 y -.000169 -4.~i:>-S 3.~~~ 52 M11 y -000146 -Fi AA-5 0 53 M11 y -5.8e-5 6A-6 1423 54 M19 y -4A-n -54e-5 0 fifi M19 y -5.4e-5 -.000123 2.003 56 M19 y -.onn1n -onn17 4.007 57 M19 y -.00017 -.000136 601 5A M19 y -.000136 -6.Be-5 8014 59 M19 y -6.6e-5 -1e-5 10.017 60 M23 y -1 7A-5 -.000146 0 61 M23 y -.000146 -.000204 1.926 62 M?::t y -.000?04 -.000248 3.851 63 M23 y -.000?48 -.oom5 5.777 64 M?4 y -2e-5 -.000154 0 Feb 21, 2022 5:59PM Checked By: __ Fnrl I . --_%1 3.851 5.777 11m 1.667 3.333 5 1.423 2.A47 2.003 4.007 6.01 8.014 10.017 12.0?1 5 5 2.847 2.A47 2 3.5 5 2 3.5 5 2 3.5 5 2.003 4.007 6.01 8.014 10.017 12 071 5 2.847 2.003 4_007 6.01 8.014 10.017 12.0?1 1.RR7 3.~~~ 5 1.4n 2,847 2.003 4.007 6.01 8 014 10.017 12.021 1926 3.851 5.777 7.703 1.667 RISA-30 Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d] Page6 C C IIIRISA Company CCI Designer WCE Job Number Model Name : Lego Land Member Distributed Loads (BLC 5 : BLC 1 Transient Area LoadsJ (Continued) I\Aa...,hArl ,..,.., Direction Start .. ___ .._ _.,_,,_,.. . End M---"Udelk/ft.F .. ~ .. rt 1 . ,.;;·.%1 65 M24 y -.0001!'14 -000169 1.667 RR M24 y -.000169 -4}~A-5 3333 67 M28 y -.000145 -5.8e-5 0 RR M?R y -5.8e-5 RA-A 1423 69 M?0 y -7e-A -6.7e-5 0 70 M20 y -6.7e-5 -.nnn137 2,003 71 M20 y -.000137 -.000178 4.007 72 M?O y -.000178 -000137 R01 73 M?0 y -.000137 -6.7e-5 8.014 74 M20 y -A.7e-5 -7A-A 10.017 75 M24 y -.000116 -.000116 4.156 76 M25 y -000?::\? -.11111" .. _.,. 4.1~ 77 M28 y -7e-6 -.000116 0 78 M?Q y -1.4e-5 -11111 ,.,:-(-.., 0 79 M24 y -4e-5 -.000142 .5 RO M?4 y -0001.4? -.nM13 2 81 M24 y -.00013 -1.7e-5 3.5 82 M25 y -7 AA-5 -.ooo?R3 .5 83 M25 y -.000283 -.00026 2 RA. M?5 y -.00026 -3.4e-5 3.5 85 M26 y -4e-5 -.000142 .5 86 M?R y •. 000147 -00013 2 87 M26 y -.00013 -1.7e-5 3.5 88 M?1 y -7A-R -6 7e-5 o 89 M21 y -6.7A-5 -.000137 2.003 90 M21 y -.000137 -.000178 4.007 91 M21 y -.000178 -.000137 6.01 92 M?1 y -.000137 -6.7e-5 8.014 93 M21 y -6.7e-5 -7e-6 10.017 94 M26 y -000116 -.000116 4156 95 M27 y -7e-6 -.000116 0 Qfi M26 y .?A-5 •. nnn154 0 97 M26 y -.0001!'14 -.00016Q 1.667 QR M?R y -.Mn1RQ -4.'=lA-5 3.333 99 M27 y -.000146 -5.8e-5 0 100 M27 y -5.RA-5 fiA-R 1.4?3 Member Distributed Loads fBLC 6 : BLC 2 Transient Area Loads) Member I :1hAI -.. Start .. ___ ,. __ ..,_,.,~ i::nrt • -·;-.,F_ Start I ···.%1 1 M3 y __ nnni:_,i,i -.om~ 0 2 M<:t y -.OOR -.017 2.003 3 M3 y -.017 -.024 4.007 4 M3 V -.024 -.019 6.01 5 M3 y -.019 •. orn::t 8.014 6 M3 y -.ons:i -.001 10.017 7 M7 y -.001 -.01 0 8 M7 y -.01 -014 19?6 9 M7 y -.014 -.017 3.851 10 M7 y -.017 -.0?4 5.777 11 MB y -.001 -.011 0 12 M8 y -.011 -.012 1.667 13 MR y -.012 . on~ 3.333 14 M12 y -.01 -.004 0 15 M12 y -.004 .nnMn9 1.4?';{ 16 M4 y -.oom=ma -.005 0 17 M4 y -.005 -.01 2.003 Feb 21, 2022 5:59PM Checked By: __ Fnri I , .. %1 3.333 5 1.423 2R.47 2.003 4_007 6.01 R014 10.017 12.0?1 5 5 2.847 ?847 2 3.5 5 2 3.5 5 2 3.5 5 ? no3 4_on7 601 8.014 10.017 12.021 5 2.M7 1.667 3.333 5 1.423 2.R.47 j:n,I I .. :::.%1 2.nn';{ 4.007 6.01 8.014 10.017 12.021 1.926 3 851 5.777 7.703 1,667 3.333 5 1.423 2.P..47 2003 4.007 RISA-3D Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d] Page7 C IIIRISA Company Designer Job Number Model Name : CCI : WCE : Lego Land Member Distributed Loads fBLC 6 : BLC 2 Transient Area Loads) (Continued) Member I <>hol -· Start· -•N Fnrl U<1tnnlft,,4,,.ll,/A F 9tart I --ot.1 ...... ,-.-uu 18 M4 y -.01 -.012 4_001 19 M.4 y -.012 -.01 6 01 20 M4 y -.01 -.005 8.014 21 M4 y -.005 -.nnoso8 10.017 22 MR y -.OOR -.OOR 41!Y\ 23 M9 y -.016 -.016 4.156 24 M12 y -Onruta..t -.OOR 0 2fi M13 y -.nnn989 -.016 0 26 MR y -.003 -.01 .5 27 MR y -.01 -.nog 2 28 MR y -OOQ .nn1 3.5 ?Q M9 y -005 -.02 .5 30 MQ y -.n? -.018 2 31 M9 y -.018 -.002 3.fi 37 M10 y -003 -.01 .5 33 M10 y -.01 -.OOQ 2 34 M10 y _nnq -.001 3.5 3~ M5 y -.000508 -.005 0 36 Mfi y -.005 -.01 2.003 37 M5 y -.01 -.012 4.007 3A M5 y -.012 -.01 6.01 39 M5 y -.01 -.005 8.014 40 Mfi y -OOfi -.000508 10.017 41 M10 y -.008 -.nnA 4.156 4? M11 y -.000495 -008 0 43 M6 y -.000707 -.005 0 44 M6 y -.005 -.009 2.003 45 M6 y -.009 -.012 4.007 46 Mn y -.012 -.009 6 01 47 M6 y -.OOQ -.004 8.014 48 M~ y -.004 -.000?72 10.017 49 M10 y -.001 -.011 0 50 M10 y -.011 -_012 1.667 51 M10 y -.012 -.fli'l3 3.333 fi? M11 y -.01 -.01 )4 0 53 M11 y -.004 .00l 41 1.423 fi4 M19 y -.noo772 -.01 'l4 0 55 M19 y -.004 -.009 2.003 56 M19 y -.009 -.012 4.007 57 M19 y -.012 -.009 6.01 58 M19 y -nm:i _nn~ 8.014 59 M19 y -.005 -.000707 10.017 60 M?3 y -.001 -.01 0 61 M23 y -.01 -014 1_!:l?~ 62 M23 y -.014 -017 3.851 63 M23 y -.017 -074 5.777 RA. M24 y -001 -.011 0 65 M?4 y -.011 -.012 1.667 66 M24 y -.012 -.003 3.333 67 M2R y -.01 -.004 0 68 M2R y -.004 .000409 1.423 69 M20 y -.000508 -.005 0 70 M?O y __ 005 -.01 ?003 71 M20 y -.01 -.012 4.007 72 M20 y -.012 -.01 6.01 73 M20 y -.01 -.005 8.( ,14 74 M?O y -005 .1an ' .... 10 017 Feb 21, 2022 5:59 PM Checked By: __ End I • ,.;:-_%1 6.01 8.014 10.017 12.021 5 5 2.Rl17 2.847 2 3.5 5 2 ::1.5 fi 2 3.5 5 2.003 4.007 6.01 8.014 10.017 12.021 5 2.A.:1.7 2.003 4.007 6.01 8.014 10.017 1? 0?1 1.667 3.333 5 1.4?~ 2.847 2.003 4.007 6.01 8.014 1n 017 12.021 1.9?6 3.851 5.777 7.703 1.667 3.333 5 1.4?~ 2.847 2.003 .1_007 6.01 8.014 10.017 12021 RISA-30 Version 17.0.4 [O:\...\ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d] Page8 : CCI : WCE Job Number Feb 21, 2022 5:59PM Checked By: __ I Company IIRISA Designer (-· ==• ·=•"·=~ ·=·•,:·=H·=• '=·,-"=·'"·=•,··=M=od=el=N=a=m=e=:=Lego==La=nd======================== Member Distributed Loads {BLC 6 : BLC 2 Tramsient Area Loads) {Continued) Member I <1h<>I -· Sbrt ••---:., ,,.iftn,1# •• i=nn ••---"-_.,_,. __ i:: Start I . ,.;; %1 l=nri I .. ~;; %1 75 M?4 y -.OOR -.OOR 4.156 5 76 M25 y -.016 -.016 4.15n 5 77 M28 y -.000494 -.008 0 2.A47 78 M?9 y ---_ ,11 .. •----.016 o 2.R..17 79 M24 y -003 -.01 .5 2 RO M24 y -.01 .oni:i 2 3.5 81 M24 y ._nn9 -.001 3.5 5 R? M25 y -.005 -02 .5 ? R~ M?5 y -.n? -.018 2 3.5 84 M25 y -.018 -.002 3.5 5 85 M26 y -.003 -.01 .5 2 RE. M?6 y -01 -.009 2 3.5 87 M?f. y -.009 -.001 3.5 5 88 M21 y -& 1111 ,n ._005 0 2.om R!:l M21 y -.005 -.01 2003 4.007 90 M?1 y -:-.01 -.012 4007 R01 91 M21 y -.012 -.01 6.01 8.014 92 M?1 y -.01 •. on~ 8.014 10.017 93 M21 y -.005 -.000508 10.017 12.021 94 M26 y -.OOR -.OOR 4.1fin 5 95 M27 y -.000495 -.008 0 2.847 QR M?f. y -.001 -.011 0 1.Rfi7 97 M26 y -.011 -.012 1.667 3.333 QR M26 y -.012 -.003 ~~33 5 99 M27 y -.01 -004 0 1.423 100 M27 y -.nrus. .001\41 1.47 ~ 2.R..17 Member Area Loads (BLC 1 : dead) y y y -y -7 y --y -y -y y -7.2e-5 V -7 - N20 y -7.2e-5 7 -7 2 -5 Member Area Loads fBLC 2 : liveJ 2 3 N3 4 3 5 N11 6 N 7 C N2 RISA-3D Version 17.0.4 (D:\ ... \ ... \Custom Canopies\Risa\cc-tegoland dbl 10x10 cant umbrella.r3d] Page9 Designer Job Number CCI WCE Feb 21, 2022 5:59 PM Checked By: __ IIIRISA Company (" =='='''='··="'=''·,.,='·=·:·=··"=N=·,,=· =M=od=el=N=ame===L=ego=L=and========================== ( C Member Area Loads (BLC 2 : live) (CqntinuedJ Basic Load Cases BLC 2 Transient A.. Load Combinations -~nl D cg I'll f"Fa..+ I'll r" i:c-... I'll r" 1 IBC 16-8 Yes y nl 1 2 IBC 16-9 Yes y nt 1 Rll 1 3 IBC 16-12 .. Yes y DL 1 Wl 'l< .6 4 IBC 16-12 .. Yes y n, 1 W17 .6 5 IBC 16-13 .. Yes y Dl 1 WLX .45 RLL 6 IBC 16-13 .. Yes y n, 1 Wl7 A.Fi RLL 7 IBC 16-15 .. Yes y rn .6 WIX .6 8 IBC 16-15 .. Yes y DL .6 WLZ .6 Envelope Joint Displacements lnint X finl I V finl I 7 finl If" X Rn I 1 N1 m. 0 8 0 8 0 8 0 8 2 m. 0 1 0 1 0 1 0 1 ~ N? m. _QQR ,2 0 R M~ 7 1.18 ... 7 4 m. R:'l!:i 1B -On? ? -!:i!:iA 2 1.83 .. (2 5 N3 m. 1.344 2 1.613 8 1.695 7 1.18 ... 7 6 m. -R~ 8 ,_') Q~ 12 -1.212 2 -1.88 .. 2 7 N4 m. _QAA 5 2.669 8 2.457 7 1.19 ... 17 8 m. .. 71~ R -6.362 I? -.9Bfi 2 1.88 .. i? 9 N5 m. f2.948 2 1.613 8 2.254 7 1.18 ... 7 10 m .. .. 1 ~ R -2.931 I? -2.101 2 1.89 .. I? 11 N6 m .. 2.159 2 1.613 8 1.979 7 1.18 ... 7 12 m .• 1.20f R -2.931 12 -1.66i 2 -1.89 .. :2 13 N7 m. 1.667 5 1.231 7 1.593 7 7.06 ... 7 14 m. .?Fi9 1 -4.952 !? -.979 2 ... 2.21 .. ,? 1!'i NR m. _Qi:...1. 2 3.126 8 1.492 7 2.41 ... 7 16 m. -1.812 R 1.653 15 -.974 2 3.70 .. (6 17 N9 m. 1.113 2 2.012 ,d 1.603 7 1.74 ... 7 1A m. -1.39, R -1 A > -1.0TJ 2 -2.66 .. 6 19 N10 m. 1.455 5 1.25 fl 1.62 7 7.80 ... 7 ?n m. -.07 8-4.nFi > .. 1.08~ 2 -1.95 ... 2 c;,.,-t .75 .75 Joint P N7 I'll f" Ca..+ Djrection y I'll r"Fa,-t .. I'll r" C'a..+. RI ~Fa..+. V fl'<lril 0 0 0 -R 101<>--"'!. -2.22e-5 -1174A-2 -n RQ?o..&. -117?0..? -1.9?7e-5 -1174e-2 -1.927e-5 -1 17.dP.-? 0 -1 OA~-? ? ?]QA-A -1.181e-2 2197<>...4. -1.156e-~ '=t Ann_ A -1.O7e-2 I'll f"F-... Maanjtyd~(ksfl -.00 I'll f"F ....... I'll r"F,.cl .. L ZRn •.• L • 8 0 8 1 0 '1 21.18 ... ls 4 1.83 .. 12 1 1.65 ... 8 4 3.38 .. 2 1 3.33 ... 7 4 t-3.29 .. 2 1 1.52 ... 8 4 3.40 .. l2 1 1.52 ... '8 4 -3.40 .. 2 1 1.63 ... 8 14 2.29 .. 5 12 1.63 ... 8 R 3.37 .. l2 12 1.64 ... 8 4 3.37 .. 2 12 1.63 ... 8 1 t-2.76 ... 2 RISA-3D Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d) Page 10 (" C IIIRISA Company Designer Job Number Model Name : CCI : WCE : Lego Land Envelope Joint Displacements (Continued} lnint X finl L. .Yfinl L. .Z finl Ir_ XRn I .. 21 N11 m. 1.108 2 2.513 8 2.146 7 1.19 ... 7 22 m. .,.._7?Q R ~.954 12 -1.071 ? -1.88 ... ? 23 N14 m . 1.906 5 2.035 7 .RR4 7 2.55 ... 7 24 m. . 211 8 2.931 I? -1.344 2 -3.38 ... ? 25 N15 m . l2.507 5 5.6? 7 465 7 5.01 ... 7 26 m. . 255 1 -6.36. 2 -.94A 2 3.29 .. 2 27 N16 m. 2.738 5 2.035 7 2.167 7 2.74 ... 7 28 m .. -.76 8 2.931 ? -2.~ 2 -3.40 .. 12 ?Q N17 m . 2.322 5 2.035 7 1.53 7 2.74 ... 17 30 m .. . 277 8 -2.931 2 -2.159 2 3.40 .. 2 31 N18 m . 1.747 15 2.044 7 -.253 1 2.56 ... 7 32 m. . 257 1 -3.905 4 -1.59€ 6 i-3.37 .. (2 33 N20 m . 1.78 5 1.667 7 1.297 7 1.54 ... 7 34 m. . ?R5 1 -4.M ? -1.116 2 2.76 .. 2 35 N21 m. 1.791 5 2.338 7 067 7 2.55 ... 17 36 m. ,?SY. 1 2.8~ A -1.37E 6 -3.37 .. 12 37 N22 m. 2.268 !5 3.67 7 .As:!? 7 3.74 ... 7 38 m. ,282 1 -4.954 ? -1.106 2 -3.34 .. 12 y~ rmdl -5.96fiA-5 -1 1nfiA-2 9.37e-5 -1.1'i.?c-2 ~ n?RA ,1 -1.172e-2 8.30RA-5 -1.1fiA..2 R.~nA.,._5 -1.15e-2 -7.694e-5 -1.147e-2 -9.623e-5 -1.09Re-2 -6.203e-5 -1 1AA-2 2.407e-4 •1.174A-2 Feb 21, 2022 5:59PM Checked By: __ L. Z Rn .1 .. 1 1.89 ... 7 4 3.34 .. 2 2 1.90 ... 8 13 1.88 .. 2 12 1.93 ... 8 4 -1.88 ... 2 2 2.08 ... 8 3 -1.89 .. 2 2 2.08 ... 8 13 1.89 .. 2 114.38 ... 8 14 i-2.05 .. 2 1 1.90 ... 8 4 2.04 .. 5 1 3.10 ... 8 4 -1.98 .. 2 2 1.93 ... 8 4 -1.88 .. 2 RISA-3O Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3cl] Page 11 IIIRISA Company Designer Job Number Model Name : CCI : WCE : Legoland Envelope Member Section Forces (Continued) . Sor Avi<>lrlcl Ir_ V "• --I r. z ShAarfl,1 I r: T nrn11 .. n,_ 3!'> 8 ffi"'Y .007 6 .?R5 3 0 2 0 36 min .OM 7 0 4 -.?A5 8 0 37 9 max .004 6 .2Rfi 3 0 2 0 AA min .nn? 7 0 4 -.?A~ 8 0 39 10 max 0 8 .285 3 0 2 0 ,m 'min 0 1 0 4 -.2A5 8 0 41 M7 1 m;:ix 1.193 8 1.07 2 -.004 1 .68? 4? ·min • A!'i.4 2 -.567 8 -.25? 4 .018 43 2 max 1.192 8 1.0fi4 2 -.OM 1 .682 .lLt. min -.85A 2 -.575 8 -.252 4 .018 45 3 ffi"'Y 1.191 8 1.034 2 -.OM 1 .682 46 min •. AAA 2 -.58::l 8 -.25? 4 .018 47 4 m;:ix 1.19 8 1.01 2 -.004 1 .687 48 •min -.M1 2 -.591 8 -25? 4 .018 49 5 m;:ix 1.1AO 8 _OA5 2 -.004 1 .682 50 min •. AM 2 -.599 8 -.257 4 .018 51 6 ffi::IY 1.1AR 8 958 2 -.004 1 682 5? min -.AA7 2 -606 8 -.257 4 .018 53 7 max 1.187 8 .979 2 -.flOA. 1 .682 t:;A min -.871 2 -.614 8 -.752 4 .018 55 8 max 1.186 8 .898 2 -.004 1 .682 56 min -.874 2 -.622 8 -.257 4 .018 57 g lmax 1.186 8 .864 2 -.004 1 .682 5A lmjn -_878 2 -.63 8 -.252 4 .018 59 10 ma)( 1.185 8 SY.Q 2 __ nM 1 .6R? 60 min -.88 2 -.638 8 -.252 4 .018 61 M8 1 max 1.922 7 .058 6 .014 6 .139 R? min -.795 2 -.ORA 7 -.023 7 -.197 63 2 max 1.922 7 .055 6 .014 6 .139 M lmin -70.4 2 .. OA7 7 -.023 7 -.197 65 3 lmax 1922 7 .051 4 .014 6 .139 66 lmin -.794 2 • 089 7 .. n??. 7 -.197 67 4 lmalC 1 922 7 .M9 8 .014 6 .139 AA lmin -797 2 -.09 3 -.073 7 -.197 69 5 max 1.922 7 .048 8 .014 6 .139 70 min -791 7 •. na? 3 -.023 7 -.197 71 6 max 1.973 7 .046 8 .014 6 .139 72 min -789 2 -09.t 3 -.023 7 -.197 7?. 7 ffi::IY 1.973 7 .045 8 .014 6 .139 74 min -.788 2 .noo 5 •. n?3 7 -.197 75 8 ,m~x 1.9?::\ 7 .044 8 .014 6 .139 76 min -.786 2 -.108 5 -0?3 7 -.197 77 9 max V:)n 7 .043 8 .014 6 .139 78 min -.785 ? -.118 5 .. on 7 -.197 79 10 max 1.923 7 .041 8 .014 6 .139 80 min -7A4 2 -126 5 -.023 7 -.197 81 M9 1 max 1.997 8 .301 3 .01 7 .002 A? min -.906 5 -.14 8 0 1 0 83 2 max 1.997 8 _?Q9 3 .01 7 007 SY. min -.90A 5 -.141 8 0 1 0 AF; 3 max 1.997 8 .297 3 .01 7 .002 86 min -.AOfi : -.143 8 0 1 0 87 4 max 1.997 3 .295 3 .01 7 .002 AA min • OM ! -.1.d..d. 8 0 1 0 AQ 5 max 1.997 8 .293 3 .01 7 .002 go min -QO~ fi -.1~fi 8 0 1 0 91 6 ffi"'" 1997 8 .291 3 .01 7 .002 LC v-vMnmA. 8 .249 1 0 8 .124 1 0 8 0 1 0 4 1.98 1 .02 4 1.741 1 .017 4 1.!'-01 1 .013 4 1.262 1 .om:i 4 1.022 1 OOA 4 .7H~ 1 .002 4 .543 1 -.011 4 .304 1 •. n?5 4 .115 1 .Jl,4 4 • nn..t 1 -.175 2 .flA 7 -.OR? 2 .048 7 -.OAA 2 .035 7 •. ni-1 2 .022 7 -MS 2 .01 7 -Jl4 2 .009 7 -.035 2 .011 7 -.03 2 .014 7 -.029 2 .017 7 -042 2 .02 7 -.055 4 .003 7 -.M7 4 003 7 -.n.42 4 .004 7 -.036 4 .004 7 -.031 4 .004 7 • 07fi 4 .004 Feb 21, 2022 5:59PM Checked By: __ Ir: z-z Unm<> Ir: 8 .249 3 2 0 4 8 .124 3 2 0 4 8 0 8 1 0 1 4 R_4,:;~ ? 1 -3.804 8 4 7.4!'>3 2 1 -3.501 7 4 6_4,:;a 2 1 -3.209 7 4 5.487 ? 1 -2.909 7 4 4539 2 1 .2_,:;n? 7 4 3.615 2 1 -2.287 7 4 2.717 2 2 -1.965 7 8 1.848 2 2 -1.635 7 7 1.312 6 2 -1.798 7 7 1 '.U::,t 4 4 -.953 7 3 .107 4 4 -.17 7 3 .078 4 4 -.072 7 3 .049 8 4 ._n?4 3 3 .07A 7 4 -009 2 5 .076 7 8 •. n1 6 2 .128 3 8 -.031 A 2 .181 3 8 -.OfiA 8 2 ?~5 3 7 -.081 8 2 .29 3 7 -.105 8 2 .346 3 7 -.1?8 8 2 .417 3 7 -.161 8 2 .251 3 7 -.083 8 2 ORfi 3 7 -.004 8 2 .075 8 7 -.079 3 2 .156 8 7 -.?43 3 2 .23A 8 RISA-30 Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d] Page 12 IIIRISA ~~, ·r.~· -!,'.>,.-~: ;:i~,ur:.--J, Company Designer Job Number Model Name : CCI : WCE : Lego land Feb 21, 2022 5:59PM Checked By: __ c· ===============::::::====== Envelope Member Section Forces (Continued) M<>ffih<>r ,:;:or 4vi<1lll,l If" V ,;;."~~rtlf I f" 7 ~h<>Arflrl I r" T,,._,.,,.n,_ I f" "-" ._.,,,_,,. ... If" 7-7UnmA. I l'. 9? min -.902 5 -.146 8 o 1 n 7 _ n? 7 -.405 3 93 7 ma>e 1.997 8 .?89 3 .01 7 .002 4 _OM 2 .318 8 94 min -.001 5 -.147 8 o 1 0 7 -.014 3 -"~6 3 95 8 max 1.998 8 .287 7 .01 7 .002 4 Jl0f; 6 .4 8 96 min -.9 5 -.149 8 o 1 o 7 -01? 5 -.7?6 3 97 9 m~.,, 1.998 R .2R6 7 .01 7 .002 4 ~OM 6 .483 8 QR min -.898 5 -15 A n 1 n 7 -01? 5 -.885 3 99 10 lmax 1.9!l8 8 .285 7 01 7 nn? 4 011 6 .567 8 100 lmin -897 5 -.151 4 0 1 0 7 -.011 5 -1.043 3 101 M10 1 max 1.816 7 .294 4 .009 5 .003 8 __ nn3 1 .423 4 102 :min -.88 2 -.1~.d. 7 •. nn2 6 __ nni 3 __ ni:;-:t 5 -.1QQ 7 1n~ 2 max 1.A16 7 292 4 .009 5 .003 8 -.003 1 .261 4 104 •min -.879 2 -.1~'-7 -00? 6 ._nn3 3 •. MR 5 -.125 7 105 3 max 1.817 7 .29 4 .009 5 .om 8 ._nn-:t 1 .09Q 8 106 min -.878 2 -.136 7 -.00? 6 -.M~ 3 .. M3 fi -.049 7 107 4 max 1.817 7 .?AR 4 .009 5 no~ R _ nn'l 1 .0?7 7 10A min -.877 2 -.137 7 -.002 R :.oo~ ~ _ -n-:ili ~ -.062 6 109 5 max 1.817 7 .2R6 4 .009 5 .003 8 ._nn2 1 .10'.:i 7 110 min -.875 2 -1~R 7 -.00? 6 -.003 3 -.036 3 -.??1 4 111 6 max 1 817 7 _?R.d. 4 .009 5 .003 8 0 8 .181 7 112 min -.874 2 -.14 7 __ 002 6 -.003 3 __ 0':l':l 3 -.379 4 113 7 m~y 1.817 7 .282 4 _nno 5 _nn-:i. R _OM A .?~ 7 114 min -.872 2 -.141 7 -.00? 6 ._nn3 3 -.031 7 -.536 4 115 8 max 1.817 7 .28 8 .009 5 .003 8 .009 8 .337 7 C 116 min -.871 2 -.142 7 -.002 6 .nn3 3 .n~ 7 -.692 4 117 9 m~y 1.817 7 .279 R .009 5 .003 8 .014 8 .416 7 118 min -.An9 2 -.143 7 -.00? 6 -.QM 3 -.Q?R 7 -.R46 4 119 10 max 1.818 7 .278 R _009 5 .003 8 .019 R .496 7 120 min -.868 2 -.145 3 -.00? 6 -.on'l ~ -.0?7 7 -1 4 121 M11 1 ffi::!Y 1.2 8 .144 3 .MR 7 0 8 n? 8 .41lfi 7 177 min -.994 2 -.277 8 __ nnA R _ nn1 5 •. n?R 7 -1 4 123 2 max 1.2 8 .14?. 7 .008 7 0 R 018 8 .44 7 124 min __ QQ~ ? -?78 R -.006 A __ nn1 K ._n?i:; 7 -.R01 4 125 3 max 1.2 8 .14? 7 .008 7 0 8 .016 8 .383 7 126 •min -.992 2 -.279 8 -.OM 8 -.001 5 _n?? 7 -781 4 127 4 max 1.2 8 .142 7 .008 7 0 8 .013 R .3?7 7 128 •min -.9Q? 2 -.28 4 -.006 8 -.001 5 -.019 7 -.671 4 1?9 5 m::i"!I 1.2 8 .141 7 nnA 7 n 8 .011 8 .271 7 130 •min -.991 2 -.?A1 4 -.006 8 __ nn1 fi -.016 7 -.56 4 131 6 ffi!:I" 1.2 8 .14 7 _00A 7 0 R _nng 8 .216 7 132 •min -001 ? ._?R-:t 4 _nM R ._nn1 fi -.01? 7 -.448 4 133 7 max 1.2 8 .139 7 _ooa 7 0 8 .007 8 .161 7 1'-Y min __ QQ 2 ._?AA. 4 -.OM 8 -.001 5 . 00Q 7 -.336 4 135 8 m::ix 1.201 R .1~A 7 .nna 7 0 8 .005 R .106 7 13n min -.99 2 -.285 4 -.006 8 -.001 5 _f!M 7 -.224 4 137 9 lmax 1 201 8 .137 7 _ona 7 n 8 nn? R .051 7 138 lmin -.9R9 2 -.287 4 •. nn6 R -001 fi -003 7 -111 4 139 10 lma>e 1.201 8 .137 7 .008 7 fl 8 0 8 .no?. 4 140 min -9R9 2 -.?AR 4 -,006 8 __ 001 fi 0 5 -.nmi 7 141 M12 1 max 1.219 7 .177 3 .014 6 .1'-? 2 015 2 .346 3 142 lmin •. a~ 2 -.0fi1 4 -.023 7 -.217 7 •. MA 7 -.128 8 143 ? m!>" 1219 7 176 7 .014 6 .152 2 .019 2 .285 5 144 lmin __ QQ~ 2 -.052 4 -0?~ 7 -?17 7 _ ni:_7 7 -.108 8 C 145 3 m::1'!1 1 ?19 7 .175 7 .014 n .1~2 ? .023 ? .231 5 146 lmin -.992 2 -.053 4 -.0?3 7 -.217 7 -0fi6 7 -.088 8 -147 4 lmax 1.219 7 .175 7 .014 6 .1"-? 2 _n?7 ? 178 5 1.4.R min __ QQ? 2 • 0/'ifi 4 -.0?~ 7 -.217 7 -.07/'i 7 -.067 8 RISA-3O Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-tegoland dbl 10x10 cant umbrella.r3d] Page 13 C IIIRISA Company Designer Job Number Model Name : CCI : WCE : Lego Land Envelope Member Section Forces (Continued) . ~.,.,. AxlafRtt I r. V Shearfkl I r. z Shearfkl I r. Torm,oflt_ 149 5 max 1.219 7 174 7 .014 6 .152 150 min -.991 2 -0~ 4 -.0?'.\ 7 -.217 151 6 max 1.219 7 .173 7 .014 6 .152 152 min -.991 2 -.05R 4 -0?'.\ 7 -.217 15~ 7 max 1.219 7 .172 7 .014 6 .152 154 min __ QQ 2 -.059 4 -.023 7 -.217 155 8 max 1.219 7 .171 7 .014 6 .152 15n min ._QQ 2 -.061 6 ._0?~ 7 -217 157 9 max 1.219 7 .17 7 .014 6 .152 158 min -.989 2 -.062 6 -.0?~ 7 -.217 1i:;Q 10 max 1.22 7 .17 7 .014 6 .152 160 min -.989 2 -.064 6 -.0?3 7 -.217 161 M13 1 max 1.215 R .164 4 .003 5 .001 162 min -1.014 2 -.29 7 -.003 6 0 1 f;',\ 2 max 1.215 8 .163 8 .003 5 .001 164 min -1.014 2 -,291 7 •. M~ 6 0 165 3 max 1.215 8 .162 8 .003 5 .001 1Rfi min -1.014 2 -?Q1 7 .00'.\ 6 0 167 4 max 1.215 8 .161 8 .OM 5 .001 1fi8 min -1.013 2 -.?92 7 •. no~ 6 0 169 5 max 1.215 8 .161 8 .003 5 .001 170 min -1 013 2 -.294 3 -.003 6 0 171 6 lmax 1.215 8 .16 8 .003 5 001 172 min -1.012 2 -295 3 -.003 6 0 c· 173 7 max 1.215 8 .159 8 .003 5 ,001 174 min -1.011 2 -.?Qfi 3 .On'.\ 6 0 175 8 max 1.215 8 .158 8 .003 5 .001 176 min -1.01 2 -.298 3 -.003 6 0 177 9 max 1.216 8 .157 8 .003 5 .001 178 min -1.01 2 -.?QQ 3 •. no~ 6 0 179 10 max 1.216 8 .15R 8 .003 5 .001 180 min -1.01 2 -.3 3 -.00'.\ 6 0 181 M14 1 max .243 8 .003 6 0 8 .014 182 min -.77 3 .007 7 0 1 -07.1 183 2 max .243 8 .002 6 0 8 .014 184 min -.77 3 .nn1 7 0 1 -.021 185 3 m~Y .243 8 .On? 6 0 8 .014 186 min -.77 3 0 7 0 1 -.021 187 4 max .243 8 0 6 0 8 .014 1AA min -.769 3 0 7 0 1 -.0?1 1RQ 5 max .243 8 0 6 0 8 .014 1Qn min -.769 3 0 7 0 1 -.021 191 6 1max .243 8 0 8 0 8 .014 192 min -769 3 0 1 0 1 -.021 193 7 m~v .244 8 0 8 0 8 .014 1Q.4 min -.768 3 0 1 0 1 -.021 1QS:. 8 max .244 8 0 8 0 8 .014 19R min -7RR 3 -002 1 0 1 -.021 197 9 m~y .244 8 -.001 8 0 8 .014 198 min -.768 3 -.002 1 0 1 -.0?1 1QQ 10 lmax .244 8 -.00? 8 0 8 .014 200 min -.767 3 -.003 1 0 1 -.021 201 M15 1 max 1.513 7 .003 6 0 8 0 C 202 min -.842 4 .M2 7 0 1 0 203 2 max 1.513 7 .002 6 0 8 0 ?04 min -.84? 4 .001 7 0 1 0 ?05 3 ~ 1.513 7 .no, 6 0 8 0 I r. V-V Un,..,,. 2 .031 7 -.0A.4 2 .0-:\i:; 7 -.093 2 .039 7 -.10? 2 .044 7 -.111 2 .05 7 -.121 2 .055 7 -.13 8 .011 2 -.011 8 .01 2 -.01 8 .00Q 2 -MQ 8 .007 2 -008 8 .oofi 2 -.00fi R .005 2 -.00fi 8 004 2 • OOA. 8 .002 2 -00? 8 .001 2 -001 R 0 2 0 2 0 7 0 2 0 7 0 2 0 7 0 2 0 7 0 2 0 7 0 2 0 7 0 2 0 7 0 2 0 7 0 2 0 7 0 2 0 7 0 7 0 6 0 7 0 6 0 7 0 Feb 21, 2022 5:59PM Checked By: __ Ir. z_71\An,..,.,. I(' 2 .127 5 7 -.046 8 2 .115 2 7 -.024 8 2 .1?A. 2 7 -.076 7 6 .134 2 7 -144 7 6 .145 2 7 -.212 7 6 .15R 6 7 -.279 7 6 .567 8 5 -1 043 3 6 .502 8 5 -.929 3 6 .438 8 5 -814 3 6 .374 8 5 -.6® 3 6 .31 8 5 -.583 3 6 247 R 5 -.467 3 6 .184 8 5 -.35 3 6 .122 8 5 -.232 3 6 .059 8 5 -.114 3 8 _004 7 2 -.003 4 8 0 8 1 0 1 8 0 8 1 -.002 1 8 -.002 8 1 -.003 1 8 -002 8 1 ._no3 1 8 -.Qn7 8 1 -.004 1 8 -.002 8 1 -.004 1 8 -.002 8 1 -.003 1 8 -.002 8 1 -.om 1 8 0 8 1 -00? 1 8 0 8 1 0 1 8 0 8 1 0 1 8 0 8 1 -007 1 8 -.no2 8 RISA-3O Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d] Page 14 II Company IRISA ~=~~:ber : CCI : WCE Feb 21, 2022 5:59PM Checked By: __ • ,,.,,,-, .. -~,.-:,,,,0 ... , .. Model Name : Lego land c-===================== Envelope Member Section Forces (Continued) Momhor c;:,.,.. Avis:ilrkl I r. v Shearfkl I r. z Shearikl I r. Torauefk-I (' V-V Mnmo I(' z-zMomo. '(' 2nfi min -.842 4 0 7 0 1 0 6 0 1 .003 1 207 4 max 1.514 7 0 6 0 8 0 7 0 8 -.002 8 208 min -.841 4 0 7 0 1 0 6 0 1 -,003 1 ?09 5 ffi.:IY 1.514 7 0 6 0 8 0 7 0 8 -.002 8 210 min -.841 4 0 7 0 1 0 6 0 1 -,004 1 211 6 m;:ix 1.514 7 0 8 0 8 0 7 0 8 -.002 8 212 min -841 4 0 1 0 1 0 6 0 1 -.004 1 213 7 max 1.514 7 0 8 0 8 0 7 0 8 -.002 8 214 min -.R.i 4 o 1 o 1 o R o 1 •. nn~ 1 215 8 max 1.514 7 0 8 0 8 0 7 0 8 -.002 8 216 min -.84 4 •. oo? 1 0 1 0 6 0 1 -.003 1 217 9 max 1.515 7 -.001 8 0 8 0 7 0 8 0 8 218 min -.84 4 -.no? 1 0 1 0 6 0 1 -.002 1 219 10 max 1.515 7 -.002 8 0 8 0 7 0 8 0 8 ??n min -R3~ 4 -.003 1 0 1 0 6 0 1 0 1 221 M16 1 max 1.45 8 .003 6 0 8 .003 7 0 8 0 8 222 min -.7R3 3 .nm 7 0 1 -.002 4 0 1 0 1 223 2 max 1.451 8 .002 6 0 8 .003 7 0 8 0 8 224 min -.783 3 .001 7 0 1 -002 4 0 1 -.002 1 225 3 max 1.451 8 .nn? 6 0 8 .OM 7 0 8 -.002 8 ??R min -.783 3 0 7 0 1 -.002 4 0 1 -.003 1 227 4 m;:ix 1.451 8 0 6 0 8 .003 7 0 8 -.002 8 228 min -.7R? 3 0 7 0 1 .on? 4 0 1 -.003 1 229 5 :max 1.451 8 0 6 0 8 003 7 0 8 -.002 8 230 •min -.78? 3 0 7 0 1 -.00? 4 0 1 -.004 1 231 6 max 1.451 8 0 8 0 8 .003 7 0 8 -.002 8 ?3? min -.782 3 0 1 0 1 -.002 4 0 1 -.004 1 ?33 7 max 1.452 8 0 8 0 8 .003 7 0 8 -.00? 8 2~ -min -.781 3 0 1 0 1 -.00? 4 0 1 -.00:.:\ 1 235 8 max 1.452 8 0 8 0 8 .om 7 0 R -.002 8 236 min -.781 3 •. nn? 1 0 1 .nn? 4 0 1 -.003 1 237 9 max 1.452 R -001 R n 8 .OM 7 0 8 0 8 23R min -.781 3 -.on2 1 0 1 -.002 4 0 1 -.00? 1 ?3Q 10 ms:ix 1.452 8 -.002 8 0 8 .003 7 0 8 0 8 ?40 min -.78 3 -.003 1 0 1 -.002 4 0 1 0 1 241 M18 1 max .704 4 .085 2 .13R 2 .007 6 2.249 7 .412 5 242 min .081 1 -1 047 8 -1.13R 7 -.013 7 -?R 2 -2.091 A 243 2 max .701 4 ORfi 2 .136 2 .nn7 6 1 R39 8 424 3 244 min .078 1 -1.047 8 -1.138 7 -.013 7 -.?01 2 -1.63.i 8 ?Al'; 3 m<>v .R97 4 085 2 .136 2 .007 6 1.478 8 .458 3 ?.4R min 074 1 -1 047 8 -1.138 7 -.013 7 -141 2 -1177 8 247 4 max .693 4 .ORfi 2 .136 2 .007 6 1.117 8 .493 3 248 min .07 1 -1.047 8 -1.138 7 -.013 7 -.082 2 -.72 8 249 5 max .69 4 .OR'-2 1~fi 2 .nn7 6 .756 8 .fi?R 3 250 min .067 1 -1.047 8 -1138 7 -.013 7 -On 2 -.?6? 8 251 6 max .015 6 .2Rfi 3 0 2 0 8 .498 8 .498 3 252 min nog 7 0 4 -.?Rfi 8 0 1 0 2 o 4 253 7 !max .011 6 .285 3 0 2 0 8 .373 8 .373 3 254 min .007 7 0 4 -?R5 8 0 1 o 2 n 4 255 8 max .007 6 .285 3 0 2 0 8 .249 8 .249 3 256 min .004 7 0 4 -285 8 0 1 0 2 0 4 257 9 max .004 6 .285 3 0 2 0 8 .124 8 .124 3 258 min .nn? 7 0 4 -?Rfi 8 n 1 0 ? 0 4 C ?fi~ 10 mi:ix n 8 .285 3 0 2 0 8 0 8 0 8 260 min 0 1 0 4 -.285 8 0 1 0 1 0 1 261 M23 1 max 1.282 7 1.428 6 .015 2 1.965 8 2.482 7 9.908 6 ?~? min -1.1.4fi 6 -.416 7 -.314 7 -.644 3 -.075 2 -5568 7 RISA-30 Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d] Page 15 II Company IRISA Designer Job Number CCI WCE Feb 21, 2022 5:59PM Checked By: __ ,. ,,c,.,·.·,,·.,r •. ,::,HN•••' Model Name : Lego Land ('===================== C C ~-~~L..+-L--~--!--!-+-~~~~~~~ 10 RISA-3D Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d) Page 16 Job Number Feb21,2022 5:59PM Checked By: __ II Company : CCI IRISA. Designer : WCE r· ==··=·"'='"='·'=h'=.:."=.•··•=.IN=·,,=· =M=od=e=I N=a=m=e=:=L=ego=La=nd======================== Envelope Member Section Forces {Continued) MAmhAr c;:..,. Avl!:!lflcl I r. v Shearfkl I r. z Shgarfkl I r. Tor .... ~::._ Ir. V-V LUn..,., If' 7_7 LU,.... .. If' ?.?n min -1.902 6 .n?.7 2 -.nos 8 -00?. 3 -.014 7 -.925 3 ?.?1 M26 1 lmax 1.91 7 .028 2 .028 7 .234 7 .005 2 ,0??. 2 322 min -1.31 6 -.069 8 -On!, 2 -.143 6 -.125 7 -.181 8 323 2 lmi:ix 191 7 .024 2 .028 7 .234 7 .002 2 .OOA 2 ?.74 min -1.31 6 -.07 8 -.nn5 2 -.143 6 -.11 7 -.142 8 3?fi 3 max 1.91 7 .017 2 .028 7 _?-:Y 7 0 1 .008 7 3?R min -1.309 Fi -.072 8 -OOfi 2 -143 6 .OQfi 3 -.103 4 ?.?] 4 lmax 1.911 7 ,MR 2 .0?A 7 2?..4 7 0 1 041 7 ?.?A min -1.308 6 -.073 8 -.005 2 -.143 6 -.079 3 -.OR?. 4 329 5 max 1.911 7 -.00? 1 0?R 7 .234 7 -.002 1 .075 7 330 min -1 307 6 -.074 4 -.005 2 -.143 6 -.064 3 -.023 6 331 6 Im.RX 1.911 7 -.0lut 1 .028 7 .234 7 -.003 1 .11 3 33? min -1 30fi 6 -076 4 -.005 2 -.143 6 -.04A 3 0 2 333 7 max 1.911 7 -.006 1 .028 7 .2?.4 7 -.004 1 .147 3 33d. min -1304 6 -.081 6 -005 2 -.143 6 -034 3 003 1 33fi 8 max 1.911 7 -008 1 .028 7 .234 7 ._nni;; 1 .1R!:. 3 33R min -1}\03 6 -.091 6 ._nos 2 -.143 6 -,0?1 6 .006 1 337 9 max 1.911 7 -.01 1 .028 7 .234 7 -.002 7 .224 3 33A min -1 302 6 -1 6 -.005 2 -.143 6 -.0?? 6 .011 1 339 10 ml'lX 1.911 7 -.012 1 .028 7 .234 7 .014 7 .279 5 'Y.0 min -1301 6 -108 6 -.om, 2 -.143 6 -.0?? 6 .017 1 341 M27 1 max 1 381 7 .142 3 .037 7 .261 7 ,0lut 7 .279 5 :Y.? min -1.741 6 0 1 -.012 6 -.1!'i? 6 -0? 4 .017 1 343 2 max 1.381 7 141 7 .037 7 261 7 .018 7 .??.4 5 C :Y.41 min -1 741 6 .oo? 1 -.012 6 -.1fi? 6 -.0?.4 6 .018 1 345 3 max 1.381 7 .14 7 .037 7 .261 7 .033 7 .19 5 ?.AR min -1.74 6 -.oni;; 2 -.012 6 -.152 6 -.028 6 .019 1 347 4 max 1.381 7 .139 7 .n~q 7 .261 7 .048 7 .167 6 :Y.R min -1.74 6 -.01 2 -.012 6 -.152 6 -.033 6 .021 1 :Y.9 5 max 1,::lR1 7 .1::\R 7 .037 7 .261 7 062 7 .155 6 3fi0 min -1.739 6 -.014 2 -012 6 -.1fi? 6 -.037 6 023 1 351 6 max 1.381 7 .137 7 .037 7 .261 7 .077 7 .144 6 3fi? min -1.730 6 -019 2 -012 6 -.1'-7 6 .,lut? 6 -.02 7 353 7 max 1.381 7 .137 7 .037 7 .261 7 091 7 .135 6 354 min -1 73Q 6 ._nn 2 -.012 6 -.152 6 -.046 6 -.07fi 7 3fi5 8 max 1.381 7 .136 7 .037 7 .261 7 10R 7 .1?..4 2 3,:;R min -1.738 6 -.028 2 -.012 6 -.152 6 -.051 6 -.128 7 357 9 max 1.381 7 .13fi 7 .037 7 261 7 .12 7 .145 2 3fiR min -1.73R 6 -.03 2 -.012 6 -.152 6 -.Ofifi 6 -.182 7 359 10 m~x 1.382 7 1-:u 7 .n~7 7 261 7 1~1'-7 .157 2 360 min -1.738 6 -.031 2 -.012 6 -.152 6 -.M 6 -235 7 361 M?R 1 max 1407 7 ?P.7 8 .nn7 6 001 5 nn? 7 033 8 362 min -1.638 6 .002 1 0 7 0 1 -,0?.4 6 -.03 2 363 2 mrix 1.407 7 .266 8 .007 6 .001 5 .002 7 .R?R 8 ~ min -1.637 6 0 1 0 7 0 1 -.0?? 6 -.0::W 2 365 3 max 1.407 7 .2Rfi 8 .007 6 .001 5 .002 7 .723 8 3A6 min -1.637 6 0 1 0 7 0 1 -019 6 • 03R 2 367 4 max 1.407 7 .2M 8 .007 6 .001 5 .001 7 .618 8 368 min -1.637 6 -.003 2 0 7 0 1 -.016 6 -03R 2 369 5 max 1.408 7 .263 8 .007 6 .001 5 .M1 7 .514 8 370 min -1.636 6 -.007 2 0 7 0 1 -.013 6 -.0?..4 2 371 6 1max 1AOR 7 .263 8 .nn1 6 .001 5 0 7 .41 8 372 min -1.636 6 -.012 2 o 7 0 1 -.011 6 -03 2 C 373 7 max 1.40A 7 .262 8 .007 6 .001 5 0 7 .306 8 374 min -1.635 6 -.017 2 0 7 0 1 -OOA 6 -,Q?!'i 2 375 8 max 1.408 7 .?61 8 .007 6 .no1 5 0 7 .203 8 376 min -1_635 6 -.021 2 0 7 0 1 -M~ 6 -.017 2 RISA-30 Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d] Page 17 II Company IRISA ~:~~ber : CCI : WCE Feb 21, 2022 5:59PM Checked By: __ Model Name : Lego Land c==••=•·,=,1=,"=~•=•~=f•=1N=•••================================ Envelope Member Section Forces (ContlnuedJ .. <:lc,r, Axialrkl Ir. v Shearfkl I r. 7_ '"' 1 r-Tnmt•"""'· . Ir. v-v Mnme .. Ir. z-z Mnme. . I r. 377 9 max 1.408 7 .26 8 .007 6 .001 5 0 7 .1 8 378 min -1635 6 -023 2 0 7 0 1 -.003 6 -.008 2 379 10 max 1408 7 .259 8 _nn7 6 nn1 5 0 5 0 ? 380 min -1 fi~ 6 -.074 2 0 7 0 1 0 1 -.003 7 381 M29 1 max 1.367 7 .015 2 .004 7 .001 4 003 6 -.011 2 382 •min -1}',RR 6 -?F.7 7 0 6 0 7 -.015 7 -.975 3 383 2 m~Y 1.367 7 .013 2 01 14 7 .001 4 003 6 -.015 1 ~AA min -1.567 6 -257 7 (I 6 0 7 -.013 7 -R?4 3 ",.R!'i 3 max 1.367 7 .01 2 .0 )4 7 001 4 .003 6 -.015 1 386 •min -1.567 6 -.2fiR 7 0 6 0 7 -.011 7 -.]?",. 3 387 4 max 1.367 7 .006 2 .004 7 .001 4 .002 6 -.015 1 ",.AR min -1.567 6 -.259 3 0 6 0 7 -.01 7 -R? 3 389 5 max 1 ",.f;R 7 001 2 .004 7 .001 4 .002 6 -.014 1 390 min -1.566 6 -.26 3 0 6 0 7 -.QOR 7 -.518 3 391 6 max 1.368 7 -.OM 2 .004 7 .001 4 .002 6 -.012 1 39? min -1.566 6 -.262 3 0 6 0 7 -,007 7 -.414 3 393 7 max 1.368 7 ._nn,=; 1 .004 7 .001 4 ,001 6 -.01 1 39.4 min -1.AAfi 6 -,?R.~ 3 0 6 0 7 .nn,:; 7 -,311 3 395 8 m~Y 1,36R 7 -.008 1 .004 7 .001 4 0 6 -.007 1 ~aa min -1565 6 -.265 3 0 6 0 7 -,00",. 7 -.206 3 ':\Q] 9 max 1.368 7 -.009 1 .OM 7 .001 4 0 6 -.OM 1 398 min -1.564 6 -.?AA 3 0 6 0 7 -.00? 7 -.101 3 399 10 max 1.36R 7 -.01 1 .004 7 .001 4 0 4 ,OM 7 400 min -1.564 6 -.267 3 0 6 0 7 0 7 0 2 C .d.01 M",.O 1 max -.024 1 .003 6 0 8 0 2 0 8 0 8 402 min -1.586 4 .no? 7 0 1 -.OO!'i 8 0 1 0 1 403 2 max -.023 1 .002 6 0 8 0 2 0 8 0 8 404 min -1.586 4 .nn1 7 0 1 -.005 8 0 1 .no? 1 .d.OF. 3 max •. 073 1 nn2 6 0 8 0 2 0 8 -.002 8 406 min -1586 4 0 7 0 1 -OOF. 8 0 1 -.M3 1 407 4 max -.023 1 0 6 0 8 0 2 0 8 -.002 8 408 ·min -1.fiRfi 4 0 7 0 1 -.005 8 0 1 -.003 1 409 5 max -.022 1 0 6 0 8 0 2 0 8 -.002 8 410 min -1.585 4 0 7 0 1 -.nos 8 0 1 -.OM 1 411 6 max -.022 1 0 8 0 8 0 2 0 8 -.00? 8 412 min -1 5R5 4 0 1 0 1 -.005 8 0 1 -.004 1 413 7 m,:iy -.022 1 0 8 0 8 0 2 0 8 -.002 8 414 min -1 i:.A.A 4 0 1 0 1 -.005 8 0 1 -.003 1 415 8 m,:iy -.021 1 0 8 0 8 0 2 0 8 -.002 8 416 min -1.584 4 -007 1 0 1 -.005 8 0 1 -.003 1 417 9 max __ rr.11 1 -.001 8 0 8 0 2 0 8 0 8 418 min -1.!=ilY. 4 -.00? 1 0 1 -.00~ 8 0 1 .M2 1 419 10 max -.021 1 -.002 8 0 8 0 2 0 8 0 8 420 min -1 5A'.l 4 .nn'-l 1 o 1 .. nn~ 8 0 1 0 1 421 M31 1 max 1.?A5 7 .003 6 0 8 .002 3 0 8 0 8 422 min -.152 2 .nn2 7 0 1 .nM 8 0 1 0 1 4?'-l 2 max 1.?R5 7 .002 6 0 8 .002 3 0 8 0 8 4?.4 min -.151 2 .001 7 0 1 ._()().4 8 0 1 -.002 1 425 3 max 1.286 7 .002 6 0 8 nn? 3 0 8 -.00? 8 .d?R min -151 2 0 7 0 1 -.OM 8 0 1 -.003 1 427 4 tmax 1286 7 0 6 0 8 .002 3 0 8 -.002 8 4?A min -.151 2 0 7 0 1 -.OM 8 0 1 -1m 1 429 5 max 1.286 7 0 6 0 8 .nn? 3 0 8 -)0~ 8 C .430 min -.15 2 0 7 0 1 -.004 R 0 1 .nru 1 431 6 max 1.286 7 0 8 0 8 .nn? 3 0 8 -.002 8 432 min -.15 2 0 1 0 1 __ ()().4 8 0 1 -004 1 4-:t-:t 7 max 1.286 7 0 8 0 8 .no? 3 0 8 -00? 8 RISA-3D Version 17.0.4 [D:\...\ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d] Page 18 II Company : CCI IRISA Designer : WCE Job Number Feb 21, 2022 5:59PM Checked By: __ • ,,.-.., .• ,_., •. ,, c.-, .. 0 .,. Model Name : Lego Land c·==================== Envelope Member Section Forces (Continued) .. ~" Axialrkl 1r. v-I C: z Shearfkl I r: Tomt,,.n... I r. V•V Mnm1> Ir. 7.7Unmo I f' IK .4~ min -.15 2 0 1 0 1 -004 8 0 1 -.OM 1 435 8 max 1.287 7 0 8 0 8 .002 3 0 8 -.002 8 4~R min -.149 2 •. nn? 1 0 1 -,004 8 0 1 .nn3 1 437 9 max 1.287 7 -.nn1 8 0 8 .002 3 0 8 0 8 .tAA min -.149 2 •. nn, 1 0 1 -.on.i:1. 8 0 1 •. nn? 1 439 10 mAx 1.287 7 -.007 8 0 8 .nn2 3 0 8 0 8 440 min -.149 2 -,00:i 1 0 1 -.004 8 0 1 0 1 4.41 M32 1 max -.041 1 .003 6 0 8 .028 7 0 8 0 8 442 min -R?7 5 002 7 0 1 -.014 2 0 1 0 1 443 2 max -.041 1 .002 6 0 8 .028 7 0 8 0 8 44, min -.6?R 5 no1 7 0 1 -.014 2 0 1 -.002 1 44' 3 lmax -.04 1 .002 6 0 8 .028 7 0 8 -.002 8 .t14f min -.R?R 5 0 7 0 1 -.014 2 n 1 -.00:i 1 447 4 max -.04 1 0 6 0 8 .028 7 0 8 -.002 8 .448 min -R?n 5 0 7 0 1 -.014 2 0 1 -.om 1 449 5 max -.0.4 1 0 6 0 8 .028 7 0 8 -002 8 450 min -.625 5 0 7 0 1 -.014 2 0 1 -.00.4 1 451 6 max -.039 1 0 8 0 8 .028 7 0 8 -.002 8 452 min -.625 5 0 1 0 1 -.014 2 0 1 -00.4 1 453 7 m:::ix -.039 1 0 8 0 8 .028 7 0 8 -.002 8 454 min -.R?~ 5 0 1 0 1 -.014 2 0 1 •. nn~ 1 455 8 max -.039 1 0 8 0 R .028 7 0 R -002 R 4fin min -.625 5 •. nn? 1 0 1 -.014 2 0 1 •. nn~ 1 457 9 max -.038 1 -.001 8 0 8 .028 7 0 8 0 8 C 4fiR min .R?..4 5 •. nn? 1 0 1 -.014 2 0 1 •. nn2 1 459 10 max -.0:-lR 1 -.00? 8 0 R 0?8 7 0 8 0 R 460 min -.6?4 5 -.003 1 0 1 -.014 2 0 1 0 1 0 7 0 4 3.5.. 3 5.5.. 4 5.5.. 4 RISA-3D Version 17.0.4 [D:\ ... \ ... \Custom Canoples\Risa\cc-tegoland dbl 10x10 cant umbrella.r3d] Page 19 IIIRISA ;, t;rr-"i"""'•,:•:.,-·< , .. ..,..~1r.;:.•1.· Company Designer Job Number Model Name : CCI : WCE : Lego Land Feb 21, 2022 5:59PM Checked By: __ c===================== 7 6 1 2 2 1 3 ( RISA-30 Version 17.0.4 [D:\ ... \ ... \Custom Canopies\Risa\cc-legoland dbl 10x10 cant umbrella.r3d] Page20 JOB NAME: JOB NO.: DATE: ENGINEER: DWG.REF.: TAB NO.: SHEET NO.: Main Wind-Force Resisting Sy$tem Wall Pressures • ASCE 7-16 For Buildings of All Heights General parameters: Risk Category (I, 11, 111, IV): Basic Wind Speed, V: Mean recurrence interval: MRI factor: Adjusted Basic Wind Speed, V: Exposure Category (B, C, D): a: :zg: Topographic factor, Kzi: Wind directionality factor, ~: Gust Effect Factor, G (x-dir. wind): Gust Effect Factor, G (y-dir. wind): Internal pressure coefficient, +GCp1: Internal pressure coefficient, -GCp1: Windward pressure coefficient, Cp: Side pressure coefficient, Cp: Parapet: Total Force of Both Parapets (x-dir.) Total Force of Both Parapets (y-dir.) Force Applied at Height (x-dir.): Force Applied at Height (y-dir.): Base moments and shears: II 110 mph 50 year 1.00 110 mph C 9.50 900 1.00 0.85 0.95 0.95 0.00 0.00 0.80 -0.70 0.0 k 0.0 k 15.0 ft 15.0 ft Distance from ground level (z=0) to foundation: Base shear due to x-direction wind (excluding ground level): Base moment due to x-direction wind at ground level (z=0): Base moment due to x-direction wind at foundation: Base shear due toy-direction wind (excluding ground level): Base moment due to y-direction wind at ground level (z=0): Base moment due to y-direction wind at foundation: Notes: Building properties: Mean Roof Height, h: Parapet Height: Typical length in x-direction, L1: Typical length in y-direction, L2: Velocity pressure coeff. Kh: Velocity pressure qh: Recommended Gust Effect Factors: Damping ratio, j3: Building period, T (x-dir.): Building period, T (y-dir.): Gust Effect Factor, G (x-dir.): Gust Effect Factor, G (y-dir.): 4[§: L1 Simplified Parapet Calculations: Total Force of Both Par. (x-clir.) Total Force of Both Par. (y-dir.) Force Applied at Height (x-dir. ): Force Applied at Height (y-dir.): 3 ft 31 k -1,358 k-ft -1,266 k-ft 31 k -1,358 k-ft -1,266 k-ft 15 ft 0 ft 55 ft 55 ft 0.85 22.4 psf 0.015 1.00 sec 1.00 sec 0.85 0.85 0.0 k 0.0 k 15.0 ft 15.0 ft 1. Positive and negative pressures signify pressures acting toward and away from the surfaces, respectively. 2. Refer to Figure 27.4-1, ASCE 7-10 for wind pressure diagrams. 81 JOB NAME: JOB NO.: DATE: ENGINEER: DWG.REF.: TAB NO.: SHEET NO.: Main Wind.Poree Resisting System Well Pfessures -ASCE 7-18 For Buildings of All Heights Buildings properties and Results: X-direction wind Y-direction wind z (user) L1 (user) L2 (user) Kz qz L1 L2 p F p F (ft) (ft) (ft) (psf) (ft) (ft) (psf) (k) (psf) (k) 15 0.85 22.4 55 55 27.6 -125 27.6 -125 180 1.43 37.7 55 55 39.3 -157 39.3 -157 160 1.40 36.8 55 55 38.6 42 38.6 42 140 1.36 35.8 55 55 37.8 42 37.8 42 120 1.32 34.6 55 55 36.9 41 36.9 41 100 1.27 33.3 55 55 35.9 40 35.9 40 80 1.21 31.8 55 55 34.8 38 34.8 38 60 1.14 29.9 55 55 33.4 37 33.4 37 40 1.04 27.5 55 55 31.5 35 31.5 35 20 0.90 23.7 55 55 28.7 24 28.7 24 10 0.85 22.4 55 55 27.6 15 27.6 15 0 0.85 22.4 55 55 27.6 8 27.6 8 -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- -------- ----. --. -------- -------- -------- -------- -------- -------- -------- -------- 81A Title: Job# Dsgnr: Date: Description : Scope: ( [~----~~-~~---s-t.ee_,_c_o_,_u_m_n_e_as_e_P_,a_t_e ___________ _.:I Description s• Arm -End Plate I General Information I Loads Axial Load 1.30 k X-X Axis Moment 12.00 k-ft Plate Dimensions Plate Length 8.000 In Plate Width 8.000 in Plate Thickness o.738 in Support Pier Size Pier Length 24.000 ln Pier Width 24.000 in Summary I Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,344.7 psi Allow per ACl318-95, A3.1 = 0.3 * f'c * Sqrt(A2/A1) * LDF 2,394.0 psi Allow per AISC J9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 2,793.0 psi Thickness OK 31,745.7 psi 35,910.0 psi Bolt Tension OK 7.618 k 8.400 k I Steel Section PSstd Section Length 5.563 in Section Width 5.563 in Flange Thickness 0.258 in Web Thickness 0.258 in Allowable Stresses Concretefc 3,000.0 psi Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Anchor Bolt Data Dist. from Plate Edge 2.000 in Bolt Count per Side 2 Tension Capacity 8.400k Bolt Area 0.440 ln2 Partial Bearing : Bolts in Tension B2 Lego Land Double 1 O' Cant. Umbrella I ; I I --. W I ___________________ Base Plate Design Hilti PROFIS Engineering 3.0. 75 Company: Address: Phone I Fax: Design: Fastening point Specifier's comments: 1 Anchor Design 1.1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report Issued I Valid: Proof: Stand-off installation: Anchor plate CBFEM : nfile: se material: lnstallatlon: Reinforcement: Page: Specifier: I E-Mail: Concrete -Feb 21, 2022 Date: ,i Increase to 7/8" for ductility HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36)3/4 385433 HAS 5.8 3/4"x11" (element)/ not available (adhesive) ha1,act = 9.000 in. (hel,Umit = -in.) 5.8 ESR-4868 11/1/2021 I 11/1/2022 Design Method ACI 318-14 / Chem eb = 0.000 in. (no stand-off); t = 1.000 in. I, x ly x t = 12.000 in. x 12.000 in. x 1.000 in.; Steel pipe, PIPE6STD; (L x W x T) = 6.630 in. x 6.630 in. x 0.280 in. cracked concrete, 3000, fc' = 3,000 psi; h = 12.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition A, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar CBFEM -The anchor calculation is based on a component-based Finite Element Method (CBFEM) Geometry [in.] & Loading [lb, In.lb] !J.nesign loadll Sustained loads ' )( Input data and results must be checked for conformity with the existing conditions and for plauslbitity! PROFIS Engineering ( c) 2003-2022 HIIU AG, FL-9494 Schaan Hilti Is a reglst8f8d Trademarl( of Hitt! AG, SCllaan 2/21/2022 B3 • = l l S ;. • ---------------------Hiltl PROFIS Engineering 3.0. 75 (" www.hilti.com C Company: Address: Phone I Fax: I Design: Concrete -Feb 21, 2022 Fastening point 1.1.1 Design result& Case Description Combination 1 1.2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force 1 2 3 4 11,957 -1 11,964 -1 41 15 41 15 Shear force x 1 -1 1 -1 resulting tension force in (x/y)=(-4.000/0.001): 23,918 Pb] resulting compression force in (x/y)=(3.962/0.005): 25,136 [ib] Page: Specifier: E-Mail: Date: Forces [lb] / Moments [in.lb] N = -755; v. = 0; Vy= 0; M. = 0; My= 194,516; M2 = O; N.ua = 0; Mx,aus = 0; My,aus = 0; Shear force y 41 -15 -41 15 Anchor forces are calculated based on a component-based Finite Element Method (CBFEM) 1.3 Tension load Steel Strength* Bond Strength** Sustained Tension Load Bond Strength* Concrete Breakout Failure** Load N.,. [lb] 11,964 23,920 NIA 23,920 • highest loaded anchor ••anchor group (anchors in tension) Input d8111 an<1 .-.a,, mU$l bo c;hecked for conrormny wtU1 Illa oxhlllng con<lfllon8 1111d for pteuslblllty! Capacity ♦ Nn [lb] 15,762 24,294 NIA 24,440 PROFIS ~ng ( c) 2003-2022 Hllti AG, FL-9494 Schaen HHli Is a registered Trademafk of HHII AG, Schaan 2 2/21/2022 Seismic Max. Util. Anchor[%] no 99 03 04 ® Tension Compression 01 02 Utlllzatlon f3N = Nu.,+ Nn Status 76 OK 99 OK NIA NIA 98 OK 83A 1 = l I S _. • ---------------------Hilti PROFIS Engineering 3.0.75 ( www.hlltl.com ( Company: Address: Phone I Fax: Design: Fastening point 1.3.1 Steel Strength N88 = ESR value ~ N •• ~ Nu• Variables A.e.N [in.1 0.33 Calculations N..,Pb] 24,250 Results 24.250 I Concrete -Feb 21, 2022 refer to ICC-ES ESR-4868 ACI 318-14 Table 17.3.1.1 72,500 0.650 15,762 Nus [lb) 11,964 C Input datB and results must be checked for confonnity wHh Ille exlstlng conditions and for plauslblllly! ,~, PROFIS Engineering ( c) 2003-2022 HHti AG, FL-9494 Schaan Hllli is a registered Trademark of Hiltl AG, Schaen Page: Specifier: E-Mail: Date: 3 2/21/2022 B3B i = i i S ~ 1 ____________________ _ Hilti PROFIS Engineering 3.0.75 ( www.hlltl.com r C Company: Address: Phone I Fax: I Design: Concrete -Feb 21, 2022 Fastening point: 1.3.2 Bond Strength Nag = (~) lfl oc1,Na lfl ec2,Na lfl ad.Na lfl cp,Na Nba ♦ N.0 ~ N ... A,.,. see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) A,.,ao = (2 ~.)2 Ct.ia = 10d8 ~ 'Vee.Na = C +\~) $ 1.0 ~- "' ed,Na = 0.7 + 0.3 e~ln) s 1.0 ljl = MAX(Camin ~•) $ 1.0 cp,Na Cac ' Cac Nba =J..• · 't'k,c 0 1t' d• · hef Variables 't'kcuncr [psij d8 pn.] he1 ftn.] 2,261 0.750 9.000 e~1 ~ pn.] e!i!!N pn.] c!!!. pn.J 0.000 0.001 22.580 Calculations ~ pn.J A,.,. pn.1 A,.,ao Pn.1 10.704 629.54 458.28 lfl ec1,Na Wec2,Na lflcp,Na 1.000 1.000 1.000 Results N!ll Pb] ♦-♦ N!lll Pb) 37,375 0.650 24,294 Page: Specifier: E-Mail: Date: ACI 318-14 Eq. {17.4.5.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.5.1d) ACI 318-14 Eq. (17.4.5.3) ACI 318-14 Eq. (17.4.5.4b) ACI 318-14 Eq. (17.4.5.5b) ACI 318-14 Eq. (17.4.5.2) Camm pn.] Ct- 18.000 1.000 "-a 1.000 ljl ad,Na 1.000 Nba Pb) 27,211 Nua Pb] 23,920 Input data and results must be checked for conformity with the existing conditlons and for plausibility! PROFIS Engineering ( c) 2003-2022 Hilli AG, Fl-9494 Schaan HHti is a registeled Trademark of Hllti AG, Schaan 'kc [psij 1,283 4 2/21/2022 B3C i = i i S • • ---------------------Hut, PROFIS Engineering 3.0.75 ( www.hlltl.com ( Company: Address: Phone I Fax: I Design: Concrete -Feb 21, 2022 Fastening point: 1.3.3 Concrete Breakout Failure Ncbg = (~) 'I' ec,N 'l'ed,N 'l'c.N 'l'cp,N Nb q, Ncbg ~ Nu• ~c see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ~co =9h! 'I' ec,N = { ~ e~ ) s 1.0 1+3h., 1(1 ed,N = 0.7 + 0.3 ( ~5t) S 1.0 'II cp,N = MAXe~. 1 ;~s1 ) S 1.0 Nb = k,, t.. a --11. h~5 Variables ho1 pn.] e.,1,N [in.] ec2N pn.] 9.000 0.000 0.001 c O pn.J I<,, "'· 22.580 17 1.000 Calculations ~ pn.1 ~co Pn.1 'I' ec1,N 945.00 729.00 1.000 Results Ncbg Pb] q, concrete q, Ncbq Pb] 32,587 0.750 24,440 Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Ca.m1n[in.] 'I' c,N 18.000 1.000 f~ [psi] 3,000 'l'ec2,N 'l'ed,N 1.000 1.000 N118 [lb] 23,920 Input data and re&Ulls must be checked for oonformlly wi1h the &-.g wndi1lons and for ptauslblllly! PROFIS Engineering ( c) 2003-2022 Hilti AG, FL-11494 Schaan Hilti is a n,gislered Trademllr1< of Hllti AG, Schaan 'l'cp,N Nb Pb] 1.000 25,140 5 2/21/2022 B30 1 = 1 i S ;. • --------------------- ( Hilti PROFIS Engineering 3.0.75 www.hlltl.com Company: Address: Phone I Fax: I Design: Concrete -Feb 21, 2022 Fastening point 1.4 Shear load Load V.,. [lb] Steel Strength* Steel failure (with lever arm)* Pryout Strength (Concrete Breakout Strength controls)* Concrete edge failure in direction y-** 41 NIA 41 56 * highest loaded anchor **anchor group (relevant anchors) 1.4.1 Steel Strength V.,. = ESR value 4> v.1ee1?: v". Variables 2 A.ev pn. 1 0.33 Calculations v., Db] 14,550 Results V., [lb] 14,550 refer to ICC-ES ESR-4868 ACI 318-14 Table 17.3.1.1 futa [psi] 72,500 ♦ v .. Pb] 0.600 8,730 Page: Specifier: E-Mail: Date: Capacity ♦ Vn [lb] 8,730 N/A 14,786 17,409 VuaDbJ 41 C Input data and results must be checked for conformity with the exlsting conditions and for pleus,bility! PROFIS Engineering ( c) 2003-2022 HHII AG, FL-9494 Schaan Hilti Is a registered Trademark of HH!i AG, Schaan utlllzatlon Pv = V ,.J♦ V n 1 NIA 1 1 6 2/21/2022 Status OK N/A OK OK B3E ( ( C i = i i S • • -----------------------Hilti PROFIS Engineering 3.0.75 www.hlltl.com Company: Address: Phone I Fax: I Design: Concrete -Feb 21, 2022 Fastening point: 1.4.2 Pryout Strength (Concrete Breakout Strength controls) Vcp = ~ [ (~) ljl ed,N 'l'c,N 'l'cp,N Nb 1 ♦ vcp '2vua ~ see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ~c0 =9h:, 'l' ac,N = C + ~ ~~) $ 1.0 et ljl ed,N = 0.7 + 0.3 ( ~5;;:) $ 1.0 = MAX(ca,mln 1.5he,) 1.0 lflcp.N c'c $ ac ac N = 1, i.. r,f, h1·5 b "c a Vfc et Variables ¾, h81 [in.] 8c1 N pn.} 2 9.000 0.000 ljl c,N cac [in.] "" 1.000 22.580 17 Calculations ~cpn.1 ~c0 pn.2] lj/ ec1,N 306.25 729.00 1.000 Results Vee Pb] 'P cona-el& 4> Vee Pb} 21,123 0.700 14,786 Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.5.3.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) ec2N pn.J C8 ..., [in.] 0.000 18.000 "-a ([psi] 1.000 3,000 'l'ec2,N 'l'ed,N 1.000 1.000 VuaPb] 41 Input data and resull& must be checked for conformity with the existing condltiona and for plausibility! PROFIS Engi,-ring ( c) 2003-2022 HHti AG, FL-9494 Schaa:1 Hllti 18 a registerad Trademark of Hilt! AG, Schaen 'l'cp,N Nb Pb] 1.000 25,140 7 2/21/2022 83F ( C i = i i 5 .; i ____________________ _ Hilti PROFIS Engineering 3.0. 75 www.hlltl.com Company: Address: Phone I Fax: I Design: Concrete -Feb 21, 2022 Fastening point 1.4.3 Concrete edge fallure In direction y- V ct,,,i = (::-,:) Ill ec,V 'llod,V 'llc,V 'llh,V 'llpara1ta1,V vb + vcbg ~ v •• A.tc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b} A.td.) = 4.5 c;1 11' ec,V : ( 1 + 1 2e~) ;S 1.0 3c81 'II ed,V = 0.7 + 0.3c.~~.) :S 1.0 '1/h,V =~~1.0 a -17 15 = 9 ;i. a vr. c.; Variables c01 pn.] 18.000 I pn.] 6.000 Calculatlons A.to pn.2] 636.00 Results Vcbg Pb] 24,869 18.000 1.000 A.tcD pn.1 1,458.00 + oonaete 0.700 1.5 Combined tension and shear loads 0.985 0.005 1.882 d pn.J 0.750 iv ec,V 0.935 ♦ Vcbg Pb] 17,409 1.000 Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.5.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5} ACI 318-14 Eq. (17.5.2.Sb) ACI 318-14 Eq. (17.5.2.8} ACI 318-14 Eq. (17.5.2.2b) iv c,V h0 fin.) 1.200 12.000 ( [psi] Ill parallel,V 3,000 1.000 '1/od,V '1/h,V 0.900 1.500 VuaPb) 56 Utilization ~v [%] Status 83 OK Input data and rasutts must be checked for conlormlty with tho exmmg condiliona and for plauslbililyl PROFIS Engineering ( c) 2003-2022 Hi1ti AG, FL-9494 Schaen Hibl is a registered Tradamark of Hllti AG, Schaan Vb Pb] 37,645 8 2/21/2022 83G i=llS-li -------------------------------HI It I PROFIS Engineering 3.0.75 ( www.hlltl.com Company: Page: 9 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Feb 21, 2022 Date: 2/21/2022 C Fastening point: 1.6Wamlngs • The anchor design methods in PROFIS Engineering require rigid anchor plates as per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorOesignGuide/ • Attention! In case of compressive anchor forces a buckling check as well as the proof of the local load transfer into and within the base material (Incl. punching) has to be done separately. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. • The anchor design methods in PROFIS Engineering require rigid anchor plates, as per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means that the anchor plate should be sufficiently rigid to prevent load re-distribution to the anchors due to elastic/plastic displacements. The user accepts that the anchor plate is considered close to rigid by engineering judgment.• Input data and results must be checked for conformity with the existing conditions end for plauslblllly! PROFIS Engineering ( c ) 2003-2022 Htlll AG, FL-9494 Schaan Hilti is a registered Trademllll< of HHti AG, Schaan 83H I = 11 5 -• ----------------------Hilti PROFIS Engineering 3.0. 75 www.hllti.com Company: Address: Phone I Fax: I Page: Specifier. E-Mail: 10 Design: Concrete -Feb 21, 2022 Date: 2/21/2022 Fastening point ----------------- 1.7 Installation data Profile: Steel pipe, PIPE6STD; (L x W x T) = 6.630 in. x 6.630 in. x 0.280 in. Hole diameter in the fixture: d1 = 0.812 in. Plate thickness (input): 1.000 in. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 3/4 Hilti HAS Carbon steel threaded rod with Hilti HIT-HY 200 V3 Safe Set System 1.7.1 Recommended accessories Drilling Cleaning Anchor type and diameter: HIT-HY 200 V3 + HAS-E 3/4 Item number: 385433 HAS 5.8 3/4"x11" (element)/ not available (adhesive) Maximum installation torque: 1,200 in.lb Hole diameter in the base material: 0.875 in. Hole depth in the base material: 9.000 in. Minimum thickness of the base material: 10.750 in. Setting • Suitable Rotary Hammer • Properly sized drill bit • Compressed air with required accessories to blow from the bottom of the hole • Dispenser including cassette and mixer • Torque wrench • Proper diameter wire brush y 6.000 6.000 0 0 0 Q 3 <'i 0 0 q <D 0 0 0 cxi X 0 0 0 (0 0 0 0 <'i 2.000 8.000 2.000 Coordinates Anchor [in.] Anchor X y c .• c+x c.y c+y 1 -4.000 -4.000 18.000 18.000 2 4.000 -4.000 26.000 18.000 3 -4.000 4.000 18.000 26.000 4 4.000 4.000 26.000 26.000 Input data end results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hilti AG, FL-9494 Schaen Hilti Is a registered Trademark of Hilti AG. Schaan B31 • = i i S • • ----------------------Hilti PROFIS Engineering 3.0.75 www.hlltl.com Company: Page: 11 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Feb 21 , 2022 Date: 2/21/2022 Fastening point: 2 Anchor plate design 2.1 Input data Anchor plate: Anchor type and size: Anchor stiffness: Design method: Stand-off installation: Profile: Base material: Welds (profile to anchor plate): Mesh size: 2.2 Summary Description Combination 1 2.3 Anchor plate classlflcatlon Shape: Rectangular Ix x ly x t = 12.000 In x 12.000 in x 1.000 In Calculation: CBFEM Material: ASTM A36; Fy = 36,000 psi; Eum = 5.00% HIT-HY 200 V3 + HAS-E 3/4, het = 9.000 in The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. AISC and LRFD-based design using component-based FEM eb = 0.000 in (No stand-off); t = 1.000 in PIPE6STD; (L x W x T x FT) = 6.630 in x 6.630 in x 0.280 in x - Material: ASTM AS00 Gr.B Rect; Fv = 46,000 psi; Eum = 5.00% Eccentricity x: 0.000 in Eccentricity y: 0.000 in Cracked concrete; 3000; fc,cyt = 3,000 psi; h = 12.000 in Type of redistribution: Plastic Material: E70xx Number of elements on edge: 8 Min. size of element: 0.394 in Max. size of element: 1.969 in Profile Anchor plate CJEd [psi] &p1(%] CJEd [psi] &Pi[%] 35,966 0.00 20,194 0.00 Concrete [%] Hole bearing [%] 12 Results below are displayed for the decisive load combinations: Combination 1 Anchor tension forces Equivalent rigid anchor plate (CBFEM) Anchor 1 Anchor 2 Anchor3 Anchor4 11,315 lb -1 lb 11 ,3161b -1 lb Component-based Finite Element Method (CBFEM) anchor plate design 11,957 lb -1 lb 11,964 lb -1 lb User accepted to consider the selected anchor plate as rigid by his/her engineering judgement. This means the anchor design guidelines can be applied. 2.4 Profile/Stiffeners/Plate Profile and stiffeners are verified at the level of the steel to concrete connection. The connection design does not replace the steel design for critical cross sections, which should be performed outside of PROFIS Engineering. 2.4.1 Equivalent stress and plastic strain Input data and resulla must be checked for conformity with the existing conditions and for plaU5lbllity! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilti AG, Schaan 83J i = i i 5 • • ---------------------Hilti PROF IS Engineering 3.0. 75 www.hlltl.com Company: Address: Phone I Fax: Design: Fastening point: Part Plate Profile I Concrete -Feb 21 , 2022 Load combination Combination 1 Material ASTMA36 Combination 1 ASTM A500 Gr.B Rect 2.4.1.1 Equivalent stress fy [psi] 36,000 46,000 Sum[%] 5.00 5.00 Results below are displayed for the decisive load combination: 1 -Combination 1 Input data end results must be checked for conformity with the existing conditions end for plausibility! PROFIS Engineellng ( c ) 2003-2022 Hilti AG, FL-9494 Schean Hllti is a registered Trademark of Hiti AG, Schaan Page: Specifier: E-Mail: Date: O'ed [psi] 20,194 35,966 0.00 0.00 46,000 psi 0 psi 12 2/21/2022 Status OK OK B3K ,:,,s., Hilti PROFIS Engineering 3.0. 75 www.hlltl.com Company: Address: Phone I Fax: I Design: Concrete -Feb 21 , 2022 Fastening point: 2.4.1.2 Plastic strain Results below are displayed for the decisive load combination: 1 -Combination 1 z ~y X 2.4.2 Plate hole bearing resistance, AISC 360-16 Section J3 Decisive load combination: 1 -Combination 1 Equations Rn = min(1.2 lc t Fu, 2.4 d t Fu) (AISC 360-16 J3-6a, c) <I>Rn = 0.75 Rn V :S <l>Rn Variables le [In] t [In] Anchor 1 1.594 1.000 Anchor 2 7.188 1.000 Anchor 3 1.594 1.000 Anchor4 7.188 1.000 Results V[lb] cl»Rn (lb) Anchor 1 41 78,300 Anchor2 15 78,300 Anchor3 42 78,300 Input data and results must be cllecked for conformity with the existing conditions and for ptauslblllly! Fu [psi] 58,000 58,000 58,000 58,000 PROFIS Engineering ( c) 2003-2022 Hilti AG, FL-9494 Schaan Hllti is a registered Trademark of Hilli AG, Schaan Page: Specifier. E-Mail: Date: d [In] 0.750 0.750 0.750 0.750 Utilization[%) 1 1 1 5.00% 0.00% 13 2/21/2022 Rn (lb] 104,400 104,400 104,400 104,400 Status OK OK OK 83L i = i i S -i ____________________ _ Hilti PROFIS Engineering 3.0. 75 www.hlltl.com Company: Page: Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Feb 21 , 2022 Date: Fastening point: V[lb] cl>Rn [lb] Utilization[%] Anchor4 15 78,300 2.5 Concrete Decisive load combination: 1 -Combination 1 2.5.1 Compression In concrete under the anchor plate 2.5.2 Concrete block compressive strength resistance check, AISC 360-16 Section JS Equations Fp <I> fp.max fp,max 0.85 fc' ✓( N (J = -;,;;- Utilization = (J Fp Variables N [lb) f.,' [psi] 25,136 3,000 0.65 Input data and results must be checked for conformity with the existing conditions and for plausiblllty! PROFIS Engineering ( c} 2003-2022 Hilt! AG, FL-9494 Schaan Hilti is a registered Trademark of Hiti AG, Schaan A2 -;,;;-) S2 A1 [ln2] 64.33 927 psi O psi 14 2/21/2022 Status OK Ai [ln2] 1,485.91 B3M i = i i S -I • ----------------------Hllti PROFIS Engineering 3.0. 75 www.hlltl.com Company: Page: 15 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Feb 21, 2022 Date: 2/21/2022 Fastening point: Results Load combination Combination 1 2.6 Symbol explanation A1 A2 d Elim 6p1 fc fc' Fu Fp fp,max fy le N cr O"Ed <I> <l>Rn t V 2.7Wamlngs Fp [psi] 3,315 Loaded area of concrete Supporting area Nominal diameter of the bolt Limit plastic strain Plastic strain from CBFEM results Concrete compressive strength Concrete compressive strength a [psi] 391 Specified minimum tensile strength of the connected material Concrete block design bearing strength Concrete block design bearing strength maximum Yield strength Utilization r1a1 Status 12 OK Clear distance, in the direction of the force, between the edge of the hole and the edge of the adjacent hole or edge of the material Resulting compression force Average stress in concrete Equivalent stress Resistance factor Factored resistance Thickness of the anchor plate Resultant of shear forces Vy, Vz in bolt. • By using the CBFEM calculation functionality of PROFIS Engineering you may act outside the applicable design codes and your specified anchor plate may not behave rigid. Please, validate the results with a professional designer and/or structural engineer to ensure suitability and adequacy for your specific jurisdiction and project requirements. • The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor Is possible as the anchor stiffness has a major impact on the load distribution results. Input data and results must be checked for conformity with the existing condillons and for plauslbilityl PROFIS Engineering ( c ) 2003-2022 Hllli AG, FL-9494 Schaan Hilti is a regish,n,d Trademarl< of Hilti AG, Schaan 83N r i = i i S ; • --------------------Hllti PROFIS Engineering 3.0.75 www.hlltl.com Company: Page: 16 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Feb 21, 2022 Date: 2/21/2022 Fastening point: 3 Summary of results Design of the anchor plate, anchors, welds and other elements are based on CBFEM (component based finite element method) and AISC. Anchors Anchor plate Concrete Profile Load combination Combination 1 Combination 1 Combination 1 Combination 1 Max. utilization 99% 57% 12% 79% Fastening meets the design criteria! Input data and results must be chackad for conformity with the existing conditions and for plauslbillly! PROFIS Eng__,;,,g ( c) 2003-2022 Hilti AG, FL-9494 Schaan Hilti Is a registered Trademark of Hilli AG, Schaan Status OK OK OK OK B30 Fabric Registration LICENSE NUMBER: F-094501 Product Marketed by: ALNET PTY (LTD) MOORSOM AVENUE, EPPING, INDUSTRY II CAPE TOWN, S. AFRICA ,..__ Issue Date: 06/03/2021 Expiration Date : 06/30/2022 ~ ..... C-.,..rPl'PQI ----~ ~c-. ri.m. Re1.vt1Mi1 r -()9.1501 Pauidt l.,. ALNET PTY (l1D) OCTRADLOCX 255 PRJMERIA BLVD MOORSOM A'IENUl 6/30/2012 Pfo9!am -1 fabr,a. St IAOECLOTH STE 160, LAn MARY, EPPING. INDUSTRY II. fabncR,g,suattoo. fl 32746 CAP£ 10.VN. S Now"Dfl'icatiot'I AFRICA This product meets the minimum requirements of flame resistance established by the California State Fire Marshal for products identified in Section 13115, California Health and Safety Code. The scope of the approved use of this product is provided in the current edition of the CALIFORNIA APPROVED LIST OF FLAME RETARDANT CHEMICALS AND FABRICS, GENERAL AND LIMITED APPLICATIONS CONCERNS published by the California State Fire Marshal. Issued By Vikkie Raby Fire Engineering License Manager Fire Engineering Division Reviewed and Approved By Patricia Setter Deputy State Fire Marshal Ill Fire Engineering Division OFFICE OF THE STATE FIRE MARSHAL Please visit calfire.govmotus.org for more information on Licensing and Permitting with CAL FIRE D1