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Report (2) frt - 00 /73 sW GJ‘e 54 (SGz Consulting Engineers May 16, 2013 Ms. Melisa Garwood McKinstry 16790 NE Mason St#100 Portland, OR 97230 RE: Washington Square Shopping Center Central Plant Replacement Mezzanine Revisions Dear Melisa, Attached please find calculation sheets M1 through CT12, dated May 16, 2013, which verify the structural adequacy of the Washington Square Central Plant Replacement Project, as shown on drawings S0.1 through S6.1 dated May 16, 2013. Design is based on the requirements of the 2010 Oregon Structural Specialty Code (OSSC), based on the 2009 International Building Code. If you have any questions or need further information, please call me. Sincerely, John T. Mayer, PE Associate .— • • , g13CTTURS JTM:kw 212528/calcs 05-16-13.docx ORE, j 4 13 ‘.1-404 low LY Ngo• . EMPIRES: 12-31-/4 111 SW Filth Avenue, Suite 2500 Portland, Oregon 97204-3628 (503)227-3251 Fax (503)227-7980 Seattle Tacoma Portland Eugene San Francisco Sacramento Los Angeles Irvine San Diego Phoenix Denver St. Louis New York v r Project 9 LArlt A/15.4.14 ODC,R A b C By Sheet No. Location /`{ ��C 7 �J G• Date Effril Consulting Engineers Client Revised Job No. Portland,Oregon Date ,_ eigrmt,LetE I i , if , If 1 A A ' i � } A I ! 1 ! 4.1 7:-/ Y , 1 4 . } Vk .. • c,.w� D Vi = 1.4 (x.3 Mill( a. M =.-1,4 (61 to 86,z--144 F rn E OMS - 1,,q , - &ea- k. - kicet a a"r�z �� I s I i , 1 Hatox8x % N = 44, i1t '� y r1 2.,,2� OK ti k y tsravity Beam Design M2 ` 'RAM SBeam v4.0 Licensed to: RAM International 05/10/13 14:02:12 STEEL CODE: AISC LRFD SPAN INFORMATION(ft): I-End (0.00,0 00) £J.End (20.00,0.00) Beam Size (User Selected) = HSSQk8X]/2 Fy = 50.0 ksi Total Beam Length (ft) = 20.00 Mp (kip-ft) = 216.25 sCg• 8 POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 5.500 7.70 0.00 No No 13.500 10.70 0.00 No No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.052 0.000 20.000 0.052 0.000 SHEAR (Ultimate): Max Vu (1.4DL)= 13.80 kips 0.90Vn = 251.10 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.4DL 88.2 13.5 20.0 1.16 0.90 194.62 Controlling 1.4DL 88.2 13.5 20.0 1.16 0.90 194.62 REACTIONS (kips): Left Right DL reaction 9.58 9.86 Max +total reaction (factored) 13.41 13.80 DEFLECTIONS: Dead load (in) at 10.20 ft = -0.711 L/D = 337 Live load (in) at 10.20 ft = -0.000 Net Total load (in) at 10.20 ft = -0.711 L/D = 337 I i Project WA . 2 /41504 upc,RAtc. By Sheet Na. M3 Location Dote Elifffli Consulting Engineers Client Revised Job No Portland.Oregon Dote A ,6ziaOr-P6: LzbL + C6L4._ Np/i)-e.amPawrt. , , vi6L. E .aP- ' RA c. 77 t5.. .PK Poi4r-Le#406'- to.tAi. 93.0- 1 t41.614 ig.mc. leikv. 1 1 13 . , ki. 1 T _ .. AdleW ' 12.ia , V t AIM= 0 0 , , EMI i mai t 63s 14,,,ti- cx,i)a-uprof e_p ‘4,71) , ... , , 1 z..r.44 rm. ; E, = b IA (0 --1 ) 4- 0. z S-it) 0 /*ZIA - z 4 4 # ' • .4 12."60,77s% Ite .01-776") if. co,24S(03#49 ) (14 A° 261:k 776't)) sk Z:76 3242 a, ,...-- e,ct *te.s.1)(zrasztd3) =7: 7L 4. 03e ( E0.41 14m) - -, — ( ) \ *TOTAL IX.4.14. 1-5 J y.--0s ,�![( 1 5 Kikt • ,„,:'4.,,f-,,,-'l ,-k•,,•.,-- HARES Nt tx' ` RE'GULAR ;SERIES' rr . . ,z U � ccweb+,e Y '� ®�!w -7 , • I V1F SHAPES :SIGNING k �� a DIMENSIONS; FOR, DETAILING 1-Z.,..?'-r:• ' ' a'41f AXIS X X AXIS Y Y .!;'-.:i0, r 'a-4:4-',11? ', Flange Y z Web + • Distance d age • s w per t. 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Gravity Beam Design ,Lt RAM SBeam v4.0 Licensed to: RAM International 05/10/13 14:04:22 STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I-End (0.00,0 00),_ J-End (30.00,0.00) Beam Size (User Selected) 24`X94 Fy = 36.0 ksi Total Beam Length (ft) = 30.00 ... 100 Mp (kip-ft) = 762.00 Z X Top flange braced by decking. /VOA,- 4.64 �7,C POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 5.000 11.00 4.00 Yes No 10.000 11.00 4.00 Yes No 15.000 11.00 4.00 Yes No 20.000 11.00 4.00 Yes No 25.000 11.00 4.00 Yes No 4.885 20.00 0.00 No No 19.800 20.00 0.00 No No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.094 0.000 30.000 0.094 0.000 SHEAR(Ultimate): Max Vu (1.2DL+1.6LL) =78.95 kips 0.90Vn= 243.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 634.7 15.0 0.0 1.00 0.90 685.80 Controlling 1.2DL+1.6LL 634.7 15.0 0.0 1.00 0.90 685.80 REACTIONS (kips): Left Right DL reaction 52.46 45.37 Max +LL reaction 10.00 10.00 Max+total reaction (factored) 78.95 70.44 DEFLECTIONS: Dead load (in) at 15.00 ft = -0.854 L/D = 422 Live load (in) at 15.00 ft = -0.182 L/D = 1977 Net Total load (in) at 15.00 ft = -1.036 L/D = 348 Gravity Beam Design M,-,c RAM SBeam v4.0 Licensed to: RAM International 05/10/13 14:03:08 STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I-End (0.00,0.00),,,,,_ J-End (30.00,0.00) Beam Size (User Selected) W2�I62 _` : Fy = 36.0 ksi Total Beam Length (ft) = 30.00 Distance to Adjacent Beam on Left(ft) = 30.0 Distance to Adjacent Edge on Right(ft) = 1.0 COMPO 3EEPROPERTIES (Not Shored): r Left Right Concrete thickness (in) 8.50 8.50 Unit weight concrete (pcf) 150.00 150.00 fc (ksi) 4.00 4.00 Decking Orientation perpendicular perpendicular Decking type VULCRAFT 1.5VL VULCRAFT 1.5VL beff(in) = 57.00 Y bar(in) = 23.14 Mnf(kip-ft) = 1032.14 Mn (kip-ft) = 689.52 C (kips) = 180.76 PNA (in) = 16.78 Ieff(in4) = 3500.81 Itr (in4) = 5474.29 Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 20.1 #of studs: Full = 68 Partia s X18 Actual = 18 Number of Stud Rows = 1 Percent of Full Composite Action= 25.64 Top flange braced by decking. POINT LOADS (kips): Flange Bracing - Dist (ft) DL CDL LL CLL Top Bottom 5.000 13.43 0.00 2.00 0.00 Yes No 10.000 13.43 0.00 2.00 0.00 No No 15.000 13.43 0.00 2.00 0.00 No No 20.000 13.43 0.00 2.00 0.00 No No 25.000 13.43 0.00 2.00 0.00 No No LINE LOADS (k/ft): Load Dist (ft) DL CDL LL CLL 1 0.000 0.062 0.062 0.000 0.000 30.000 0.062 0.062 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 49.41 kips 0.90Vn= 163.30 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center PreCmp+ 1.4DL 9.8 15.0 0.0 1.00 0.90 388.80 Init DL 1.4DL 9.8 15.0 --- --- Max + 1.2DL+1.6LL 443 0 F 15.0 --- --- 0.85 586 09 > - Controlling 1.2DL+1.6LL 443.0 15.0 --- --- 0.85 586.09 REACTIONS (kips): Gravity Beam Design RAM SBeam v4.0 Page 2/2 Licensed to: RAM International 05/10/13 14:03:08 Left Right Initial reaction 0.93 0.93 DL reaction 34.51 34.51 Max+LL reaction 5.00 5.00 Max +total reaction (factored) 49.41 49.41 DEFLECTIONS: Initial load (in) at 15.00 ft = -0.029 L/D = 12235 Live load (in) at 15.00 ft = -0.070 L/D = 5127 Post Comp load (in) at 15.00 ft = -0.542 L/D = 665 Net Total load (in) at 15.00 ft = -0.571 L/D = 630 Gravity Beam Design. "'' RAM SBeam v4.0 Licensed to: RAM International 05/10/13 14:03:40 STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I-End (0.00,0.00)„_ J-End (20.00,0.00) Beam Size (User Selected) ]4X22: Fy = 36.0 ksi Total Beam Length (ft) = 20:t00 Distance to Adjacent Beam on Left(ft) = 5.0 Distance to Adjacent Beam on Right(ft) = 5.0 -4,,,,,---7,-,-„, =COIVIgOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 8.50 8.50 Unit weight concrete (pcf) 150.00 150.00 fc (ksi) 4.00 4.00 Decking Orientation perpendiculariP e endicular P Decking type VULCRAFT 1.5VL VULCRAFT 1.5VL beff(in) =. 60.00 . Y bar(in) = 18.34 Mnf(kip-ft) = 316.92 Mn (kip-ft) = 194.56 C (kips) = 80.34 PNA (in) = 11.70 Ieff(in4) = 988.20 Itr (in4) = 1544.87 Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 20.1 # of studs: Full = 31 Partial = 9 Actual =9 Number of Stud Rows = 1 Percent of Full Composite Action = 26.08 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist (ft) DL CDL LL CLL Top Bottom 2.500 1.63 0.00 0.00 0.00 No No 5.500 3.07 0.00 0.00 0.00 No No 9.500 3.07 0.00 0.00 0.00 No No 12.500 1.63 0.00 0.00 0.00 No No LINE LOADS (k/ft): Load Dist (ft) DL CDL LL CLL 1 0.000 0.022 4 0.022 0.000 0.000 20.000 0.022 0.022 0.000 0.000 2 0.000 0.561 0.000 0.200 0.000 20.000 0.561 0.000 0.200 0.000 3 2.000 0.250 0.000 0.000 0.000 13.000 0.250 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 19.32 kips 0.90Vn = 61.26 kips . MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center PreCmp+ 1.4DL 1.5 9.5 0.0 1.00 0.90 89.64 Init DL 1.4DL 1.5 9.5 --- --- Max + 1.2DL+1.6LL 100.6 9.5 --- --- 0.85 165.38 Controlling 1.2DL+1.6LL 100.6 9.5 --- --- 0.85 165.38 Gravity Beam Design• RAM SBeam v4.0 Licensed to: RAM International6LCEFA 44t F'�r�tP 05/14/13 15:47:43 STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (7.50,0.00) Beam Size (User Selected) = HSS6X6X1/4 Fy = 42.0 ksi Total Beam Length (ft) = 7.50 Cantilever on right (ft) = 2.50 Mp (kip-ft) = 39.20 POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 7.500 4.80 0.00 No No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.018 0.000 5.000 0.018 0.000 2 5.000 0.018 0.000 7.500 0.018 0.000 SHEAR (Ultimate): Max Vu(1.4DL) = 6.78 kips 0.90Vn = 63.41 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max - 1.4DL -16.9 5.0 5.0 1.68 0.90 35.28 Right Max - 1.4DL -16.9 5.0 2.5 1.00 0.90 35.28 Controlling l.4DL -16.9 5.0 5.0 1.68 0.90 35.28 REACTIONS (kips): Left Right DL reaction -2.37 7.30 Max +total reaction (factored) -3.31 10.22 Max -total reaction -3.31 10.22 DEFLECTIONS: Center span: Dead load (in) at 2.90 ft = 0.040 L/D = 1500 Live load (in) at 2.90 ft = -0.000 Net Total load (in) at 2.90 ft = 0.040 L/D = 1500 Right cantilever: Dead load (in) = -0.156 L/D = 384 Pos Total load (in) = -0.156 L/D = 384 . 1 fit tc) Gravity Beam Design RAM SBeam v4.0 Licensed to: RAM International PIP E 05/14/13 15:44:22 . STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (14.00,0.00) Beam Size (User Selected) = HSS6X6X3/8 Fy = 42.0 ksi Total Beam Length (ft) = 14.00 Mp (kip-ft) = 55.30 POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 1.500 1.54 0.00 No No 4.500 1.54 0.00 No No 5.500 1.54 0.00 No No 8.500 1.54 0.00 No No 9.500 1.54 0.00 No No 12.500 1.54 0.00 No No LINE LOADS (k/ft): Load Dist (ft) DL LL • 1 0.000 0.026 0.000 14.000 0.026 0.000 SHEAR (Ultimate): Max Vu (1.4DL)= 6.72 kips 0.90Vn = 94.98 kips MOMENTS (Ultimate): . Span Cond L,oadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.4DL 25.6 5.5 14.0 1.14 0.90 49.77 Controlling 1.4DL 25.7 7.0 14.0 1.14 0.90 49.77 REACTIONS (kips): Left Right DL reaction 4.80 4.80 Max +total reaction (factored) 6.72 6.72 DEFLECTIONS: Dead load (in) at 7.00 ft = -0.573 L/D = 293 Live load (in) at 7.00 ft = -0.000 • Net Total load (in) at 7.00 ft = -0.573 L/D = 293 ., Sheet No. • Project WA 66Z AP C.44 ORAADE By rifflg3Location Dote Cr,Engineers ClientJob No Revised PortIond.Oregon ( ) • Date . , . ..t/t/6 TbiiiiO4 LitcrEaL Le.Attf..', al) Z '1.0 Rp tr• Z. 5 . a ) F - -11- ql-4 / p '-• PT 0 1- Z 17 .....--4 , [ 6,c)(e),-red) Wp ' ,„., ( li-)4`)) ( 4, ..... ...."'""figi:, Z i S r f : a .55 (ecia030 Lot) = 4617Z1 1.6 . , , . 1122 It%Pt' , = 2 1 0 ct k itiazi+ , _..... -,...... ( ) GTZ • 'Y Z % • Ka f � moo! '4444ippr, SK-3 May 10, 2013 at 2:29 PM Cooling Tower Platform.r3d . —a— Co=i Y Z X �amn •1731ik . -44119041 *. A )9ik -0.0Ak . AO ..„.., 1 , . _. . • • • LWCKLC 1,01 SK- 5 May 10, 2013 at 2:30 PM Cooling Tower Platform.r3d • • Z.-181'x • • • .41116,„ lo.s..RC 3.ELx SWulbn:Ervci'p SK- 6 May 10, 2013 at 2:31 PM Cooling Tower Platform.r3d CLIJ • ` Y Z X ./11\11. s.�ek e.ek e.1�k O.lk OAek .41411111111 . szek prw ie:Ak .41111IIVIWI4 �0.9t1t emk • s• •s,wk • e.Hk • • Loedc OW ELZ Sdulbn•Envelope SK- 9 May 10, 2013 at 2:44 PM Cooling Tower Platform.r3d C.. 6 b e & Y Z X Val 4411111111111h16\ 'MINI,7111411t.4 4 --'''''Ill. uI 1,11 1%4 ,,„„„, 11 ,,,,,,,,no ...... ‘,„„,„„,._ „3,„,„,, .„,„ ,,,,,,„,„„ ,, ,, „„,,,, „,„„... _ ,,,,,,,,,x.h ,4,„„„.. ,_ „,„„„,„,,,,,,,, ",,,,„„, ,,,,„„ , ,„,,„. _ _Ad ,,,„,L,,„„, . ,,,„„„„,, . ,, • 7. ,,,...,.n:,.„. SK- 8 May 10, 2013 at 2:31.PM Cooling Tower Platform.r3d • GA 7 Company May 10,2013 Designer 2:45 PM Job Number Checked By: Global - Display Sections for Member Calcs 20 Mak internal'Sectide S forMember Calcs 39 Include Shear Deformation? Yes Trans Load Btwn Intersecting Wood Wall? Yes IncreaseNailirig Capacity=fog Wind?Nara YetIO W: t °` Nai Area Load Mesh (inA2) 144 Me faelf lerance (ihI RM4P _. i 2r_A .. .: :. P-Delta Analysis Tolerance 0.50% .IiieltideigOOltWfawalleztMERS16202.Yes. tasem- 'ir.,...,. _' .. . '_ Automaticly Iterate Stiffness for Walls? No Maximum lteratia Number for_Wall Stiffness3, 5 i ._ ._.,.;__ Gravity Acceleration (ft/sec^2) 32.2 Wall Me'sh:Size,`(.in) ` ad r 12c"=°r i M ,g ^ .< M':LL . .'.',,` Eigensolution Convergence Tol. (1.E-) 4 Vertical6Axis t,.MANS. IS :SIM Wim,. Y, . : rriN4 _ ...,,_. . .'.:..... _. Global Member Orientation Plane XZ !Static Sol of LL___r V ", Sparge Accelerated t,__ .,_ `° Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 3rd: LRFD RISACo melt lCode t i �_ ,4 AISC 1.4tt(360a10) ASDSO* Cold Formed Steel Code AISI NAS-01:ASD Wood-CodeMATIVS _, -- 3y V A,F&PA,NDS 05/08:ASD_ . Wood Temperature < 100F oncrete Code . . *. t. 4 - :ACi 31,8.05,0-;.ig ,`i;,,,M.. Masonry Code ACI 530-05:ASD AVM inum_Coder... ', _ sa.,t, FAA AD.M1a 05 ASD=__Building - Number of Shear Regions 4 Region Spacing Incre`ment(in) y '4 r s _ - Biaxial Column Method Exact Integration PaTiti*NtklE,AOISOV P:CA) `M M,Ma,it Concrete Stress Block Rectangular MVO :R -g �,. -,,.. Yes*W =.a _ l Bad Framing Warnings? No Unused ForcetWamin s9JNx" V:g4 ry l Min 1 Bar Diam. Spacing? No ConcretexRebar Set.z M, 4, an;ll,REBARISETi ASTMA61:5"w„_ . Min % Steel for Column 1 Max%Steel=for ColumrM.S yg t s,_ _ RISA-3D Version 11.0.0 [C:\...\...\Desktop\Washington Square\Cooling Tower Platform.r3d] Page 49 Lr t> ' Company May 10,2013 Designer 2:45 PM Job Number Checked By: Global. Continued • Seismic Code ASCE 7-05 • Seismic Base`Elevation (ft)':< ..,. .,r yNot=Entered Add Base Weight? No .Ct,ZW CtX �� ,x , . _ ,. _.., .__�._ ..�. 035 �� .t�,a �.: " - .035 1124( 'secn..,t- =_. _.{:.; ..F .H ,. ;Not.Entered ._ . T X (sec) Not Entered p r RX 8.5 Ct.Exp:Z.y .a, ._ s. zVgN , ,flf. g. .' X75' 61tMV'.. a`.ta.. ., _ _ Ct Exp. X .75 SD1L y.g.. SDS 1 S1 .TFC TL (sec) Not Entered Occupancy_Gat. AitA _,_,,..i :..sI or I[...ag.: .. Seismic Detailing Code ASCE 7-05 Orn Z. ' Y -r., _., a ._ .attgrgfEkV 1,.._. : . A Om X 1 Rho X 1 Hot Rolled Steel Properties Label E[ksi] G [ksi] Nu Therm(\1E...Densi_Wfk/ft... Yieldfksi] Ry Fu[ksi] Rt 1 A36 Gr 36 29000 11154 .3 .65 .49 36 1.5 58 1.2 : 7;:"- Tit 1),t �. r A572�;Gr.50 _ 29000 , ..Lf 1154E VIM132E1M1.65.°,_ 49 >. ,...50 R, ..<:1. 1t2 , Z'f 58_.' . 1 . - • 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 _ 441-al tofmocro-K-42tb__:29000 , u1115vg.: .<.-;3li: la.65M-.' .t 49 .. ` ..42.;=. _ .,,• 13 ,.tx;58., 1 1 -_,. 5 A500 G r.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 Joint Coordinates and Temperatures Label X[ftl _ Y[ft] Z[ft] Temp[F] Detach From Dial)... 1 • N1 0 0 0 3 N3 40 .6 5 N5 20 .3 30 0 6.__ ..__s s.. = N670i.,._nchk. iw al40 _ I .6_ ... . ,. X30 W .0'__.. >l_- _.. `, 7 N7 0 4.75 0 0 ;',:,f'::.'8:1-a:SMEgaggigN6155MaiVe..; at20 M ' :14.75.__ ::0 4. _-_ :0's. a _ i: 9 N9 40 4.75 0 0 10._ _.-t_.gN" x<N10" h,?F,, f:it .kit. ;. r x:4.75 _.. .:30 '.__,-::4q. - . t;.. .0._. j 11 N11 20 4.75 30 0 12_ ,.6; _.., .N12rr�u�',n22..,_<_.._ .x41:401 ...g , .._.,4.75.x. _ _ _30 0.10= v _ ,.= 13 N13 0 4.75 8.5 0 Y °:14 .ti.. ,N144. .... ..) , ti -0 �. ..__ ns. . 4`.25% °. 121.-5._ -.- 0MM _. _r... .,_ _. . _ 15 N15 20 4.75 8.5 0 16 _r..:-.N i6'.�.':4- y . k_ ...2045r_. 475 . _ r '-:','A're'.;:':...,;-`,21.1151'1Q.7.'?, � 00 _ n 4 17 N17 40 4.75 8.5 .._. 0 • 18 '. . N1:84 ... _ ,. . xt ..._n 40,.. ,.0V'4.75i.. 121p5 ,'_.0.... __ 1. ..11 __g. ... • 19 N19 14.166 4.75 8.5 0 N20 • �20 �..=-> , , _ ., ., , x... .25:'8333. = �34.75. °:.. , . .: 85 0, ;: < . 0,.. ,; r4 .... 5.- 21 N21 14.166 4.75 21.5 0 ,'..122---,, . < .N22- . -: .25:8333 ::-:' ,1. -'.;. ..4:75,:,- . 21;5 20. , .,:. = 23 N23 2.5417 4.75 8.5 0 RISA-3D Version 11.0.0 [C:\...\...\Desktop\Washington Square\Cooling Tower Platform.r3d] Page 50 I. • Company May 10,2013 Designer 2:45 PM Job Number Checked By: Joint Coordinates and Temperatures (Continued) - Label X fftl Y fftl Z fftl Temp IF Detach From VSIVZSMilit4A. 25 N25 37.4583 4.75 8.5 0 26 . . >., - .r N26 s z kAw m.W37 4583 . ,4.75 ._ . ..r..,. .. ,21.5.. . . ..n ._ '- W.O.. - ,.r 27 N27 30 4.75 8.5 0 • 28.. _ax 4.,__._,. ,.N28 .. 'b ,.. `£... '� �" a_. _ ..�.�„ _�30y� , ,.� ;.4.7.5 � V:N.42:11552Mli WitERMREIZ 29 N29 • 10 4.75 8.5 0 ` s, s s r r < <30,., ..P�. _..._x. ..N30 .�,.< . !�,_. ,.. -._. ._,1�0��..�.. a� �,.. .4 7.5 .. . 07,41414116-MB _ "F.mx. 0 _. ... , n ,. ,... .t,w��.,��nit 31 N31 10 4.75 0 0 13-2.1!,M.MARW321ifi a...R ttn ..« 30 ,.. ... ,r,k..'475ti.,U«.,x_ ,_"ft MAKEI �.�.. _:.0_. 'z� . _ ._E,.. fib. 33 N33 10 4.75 30 0 .4.75 s Joint Boundary Conditions Joint Label X[k/inl Y fk/inl Z Win] X Rot.[k-ft/radj Y Rot k-ft/rad] Z Rot,[k-ft/rad] Footing 1 N1 Reaction Reaction Reaction c s ?:k2^� ..�_ ..',�x=N2�_ __...7.,..Reaction ..R��acti6ri �,a.Reacfion �. ,... .� . �_, ._ . w.<,� `.. 3 N3 Reaction Reaction Reaction . . N4 a. Reaction .RealtovncRRx , . gf4 , ,,..._ _.. ,.,.. ,.,. ,..__. t, 5 N5 Reaction Reaction Reaction -=fi .N6 NitFr.:Reactlon: .s Reaction EiRdactlonl: :}_ ., .g h MA.anti .,.r .:t.. ._ - , ..k; Hot Rolled Steel Design Parameters Label Shape Length... Lbyy[ftl Lbzzfftl Lcomp to...Lcomp bo... Kvy Kzz Cm-yy Cm-zz Cb y swayz sway Function 1 M1 .. 2 HSS8x8x... 4.75 ._ ._. Lateral l M2 ,HSS8x84.41:5 �` _ . . ; _. � w . . a, Lateral s - 3 M3 HSS8x8x.. 4.15 . Lateral • 4 M4 ,_HSS8iir)..4.1:51 W1- .v... _ fal ... __r.._., k,.... _� . .F',r ,t. . '. Lateral- • - 5 M5 HSS8x8x.. 4.45 Lateral HSS8x0_t..4 75 Y. .: .r_ Zig§ Lateral: 7 M7 W24x68 30 Lateral 8 ;AM-8412 W24z68 :t 30w x r. . _# . 9 M9 W24x76 30 Lateral 10=. M10 W213(62 ^20i.; . "F f HarAM59Ntar'x <- :<. rs .!V•1411 11 M11 W21x62 20Lateral 12 Mi`2 W21=t62 X320 _., M .E 1 _S'- xi to °. . La gral 13 M13 W21x62 20 • Lateral '14.tii1C41VS W42540 :imabit.;am., r i. .. 15 M15 W12x40 20 Lateral `�s16 �..tiM16 W12*40 20k . PiZM. ._ .AMLateral: 17 M17 W12x40 20 Lateral W.85443, 131;24_ x l ... Y $ ._.. .xr a eral' �, Lat 19 M31 W8x13 13.124 Lateral 4.W8x1F3,4t13124 ,m,.'�e,.. ... .;i� 1...R ...M.. . � . , {. . .. . .< , , a..,„ Lateral; 21 M33 W8x13 13.124 Lateral ;A-71M2-8-A ;` "" .W.8x13 131;24. � . ,�. � i , , s �� r �, -p . ... ._ . . . �.Lateralr 23 M29A W8x13 13.124 Lateral ..M30A r.W8x1"3 .1,3.124 al..,., ri, � �°< 4:AUi 25 M31A W8x13 13.124 Lateral 26. M26..`r W8xr3_ 85 27 M27 W8x13 8.5 _ Lateral 29 M29 W8x13 8.5 Lateral RISA-3D Version 11.0.0 [C:\...\...\Desktop\Washington Square\Cooling Tower Platform.r3d] Page 51 C740 Company May 10,2013 Designer 2:45 PM Job Number Checked By: Joint Loads and Enforced Displacements (BLC 1 : DL) • Joint Label L.D,M Direction Magnitudef(k,k-ft), (in,rad),(k*s^2/ft... 1 N24 L Y -8.637 '2.. o MN23W.gr ,,. , . ,Zfi_.X. ._. ,.M.r,Le .. r..` . .. .Y em. .aiX:` x.8.637 Z g, ; 3 N21L Y - 4 -8.637 ` .8.637 . at,4.ai 5 N19 L Y -8.637_ =6. ._�. NN19 }.' ..T =. ,.� _.,.L : . _ ._.._._ . _ ._>Y z 4 .._ 8.6t�/ _.s .S.,cnr._ ,:e 7 N22 .r . .<.w ._ .3..m �.-. ,�,��S�s...r.�£:��.a, 3.2 .,._,.,.:, .,t.L .d W, r � ,.,. � v,r,$:��aaf � k � v{,!'`M,pvF Y 8 637 - -.... w_._. ..,.� ..r,.w;Y ._ . . � . ..._., ,�� ..,8:637.>�,_..,,�;� .y��, 9 N20 L Y -8.637 10_. ,.� . __u:.:.1:a4If. N261015,';. _,.. . , L.. t .. _ .. _.... . . 8637 11 N26 L Y -8.637 X123 xr T ,t..0 :N25,e,_a _ g ``..M. , .a. L .-_ . ,._z y;Y e ,_t_: ._ _..,.. . 8.637,_aAZI _ Joint Loads and Enforced Displacements (BLC 3 : ELx) Joint Label L.D.M Direction Magnitudef(k,k-ft), (in.rad),(k*s^2/ft... 1 N24 L X 4.14 ,',.!-'4:1 g.g_. ItZ _-. ZN23Vg,MV `4Et'. x>MMLs a_ ,.gym;; . _ �,X x,. ,... u. •< .> a ��,�. rc �,��,.�.�.,,4:,1`4 . � � .,�.S. 3 N25 L X 4.14 4 , ';t aLL "_ _ N26 '"Z'�� . ..,_Lw_` rgif.-MaRlit41)(41MIligie ._ILM_ . 5 N24 L Y 6 i.r7 6 `.. ,. !grAta. ',•`N23N` r�' ..�.' " y'�M ti,,, a.L efi: _ ,c .,r ,..eS..S..z.. ` kt-M,;a»u V F.7 tn 1 F is 7 N25 L 9 N21 L Y 10. ., I __.$.,. `:N19__ . 'xr' r ,, ..�1£ L - ::: .l. ,..Y _ _ �,x �' -6 12 Y -6 WsN22 '. .I ...v>a x.A,.amL.r >,,. . __,m ' .'.YiRVw n._ ie- R IA' ' �,- VI 6��` s 13N21 L Y 6 =14. L .rzN19WP ? _', , L. . , _ - ..ga_ _ m`, u 15 N22 L Y 6 .,x,:162 _ , ,_ ....IAZZV~N20_, M°IW;MISN._i£1.ti ,erLZ:Ite•t-W° W<x.,<aigitngw._:41a..agalf.. Sw..,..6MA 17 N21 L X 4.14 18. ._. ,.��N21IMiila- SIM...6,0MtWet_•q-. _..VI,INM7Ca.�agr»r.4 14iCONAE 19 N19 4.14 20. ,.... .1- N19t:la-. : : . =3 r g . L _fM 1, ,.; __ .¢. X _.ENt_' l_- E 4 14 f 21 N20 L X 22 t4.r7: _ _.. L�: .g ?,�",N2O ,.r.b �. fwn,<m E ,.,�_.....,{#.L .; ,.. r trr a 4 14 w 23 N22 L X 4.14 ::24 „z=N22 34._ ` S Joint Loads and Enforced Displacements (BLC 4 : ELz) Joint Label L.D.M Direction Magnitudef(k,k-ft). (in.rad). (k*s^2/ft... 1 N24 L Z 4.14 ' 2 . - : ,. .. . , -' .41'4 _ .. 3 N19 • L _ 4.14 '''',:•4,!...,q r . _.N19 i� . �� .� � L _. � , J , � � .14 sMiti 5 N21 L Z 4.14 N21, S_s.,i_ -L- 4 s 7 N22 L Z 4.14 - gz : ` - N22 - 14 9 N20 10n. `N20 4.14 . .. L Z . 11N25 L Z 4.14 12 `• .:',==,&:,•71--< =::N26 _z f_ L < .Z .4:14 y 13 N23 L Y 5.48 RISA-3D Version 11.0.0 [C:\...\..,\Desktop\Washington Square\Cooling Tower Platform.r3d] Page 52 w , GY {I Company May 10,2013 Designer 2:45 PM Job Number Checked By: Joint Loads and Enforced Displacements (BLC 4 : ELz) (Continued) Joint Label L,D,M Direction Magnitudef(k,k-ft),(in,rad), (k*s^2/ft... 15 N19 L Y 5.48 ; 16 -.--._N20 v .. _.. _. - . L: -.. Y n,., -'.,t 5:48......_ 17 N20 L 5.48 =-18 N25_ 19 N26 20..•AVIIWAVO-Siniag-21-WMINVESM eMilMtiiliMinn Ramsamyystoman eniatigik.M •48i1:6112Em 21 N22 L Y b N21'M ; 5.48.ine-- ..-._>;; 23 N21 L Y -5.48 RA243_ : ..Y _ ',5:48 ... _ Member Distributed Loads (BLC 5: SL) Member Label Direction Start Magnitude[k/ft,Ft End Magnitude[k/ft,F1 Start Location[ft.%] End Location[ft,%] 1 M12 Y -.242 -.242 0 0 2 _. M 10 s, . gitiartYZEM g:fgaritgg'41:27MARR! r. . :2.42,3 _ N __;0 ay_., - _ 3 M11 Y -.242 -.242 0 0 :K4-12- ::M13_.R _:Y 242 0 .�.� ,.._.� , ,242,....F„ w ... . _ .. -�m�.,. _�_����.,,�„o-0 x -�.,.w.,.....� m... . . . S .._. Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity x Joint Point Distributed Area(Me... Surface(P... 1 DL DL -1 12 r 2 , . _..,LLtimme utivxmiggi temeo.waiszmit 3 ELx ELX 14 i 4 Load Combinations Description Solve PD...SR... BLC Factor BLC Factor BLC Factor BLC-Factor_BLC Factor BLC Factor BLC Factor BLC Factor 1 IBC 16-1 Yes Y DL 1.4 •6-;:5,260 IBBC is 3:(c)O.:-.;`16§71,M11.ia .DLA-1:2'.-SLS '1 6A Mt igi-Wagif skitskitta tkat NM Wriii ONS SER ligicilg. h 3 IBC 16-5x Yes Y • DL 1.2 ELX 1 • 5 .. :IBC 16-5z Yes Yi `a.: . DL i1 21'ELX :.-_1 i rovvi , ELZ 1 ',6..M IBC> -.472 Yes Y%lDLit. 9.{ ELZ.,..t01110.SME:akiF ela Ren:;:& .. ` w . Envelope Joint Reactions Joint X[kJ LC Y fkJ LC Z fk1 LC MX fk-ftl LC MYJk-ft] LC MZ_Lk-ft] LC 1 N1 max .514 1 21.869 2 20.325 2 0 1 0 1 0 1 ...51,Z:-8.. _ _, ___. . i `.a..,mini`5.214__;:k, ..Y-..5.647=. f4:-it c,.5:7799_ ] :.6 erg 0 -4:gi:VIZKIC61010tia, 1.. _ 0.,..,. '1 ' • 3 N2 max .073 5 44.301 , 2 45.587 2 0 1 0 1 0 1 4_ _. ` ..3_, mm 12046 : 4. ,16.692 _ 6::-::__16:38 :_ .:6: 0 ._.:1 w= 0.,... A0 =. 31 E,` 5 N3 max -.301 6 26.066 3 26.584 3 • 0 1 0 1 0 1 1.,'A6.3.4,1 ..,. 4_ mm'Z.Z4litWiTil 53 y8.139 6 .__8:528 _ :6 0 . -.._ _1. . _..v .0 ----- 1 -' 0 -- -- .1,I 7 N4 max .514 1 23.54 5 _ -7.261 _ 4 0 1 0 1 0 1 -mm _.-5"214_-< 4 _ ,-'5.647- 4.,... _23:152. .5 0 I1 , '...100._. ` MO.r-.; . 0 ,,. 1w 9 N5 max .04 1 _ 47.283 5 -27.941 4 0 1 , 0 1 0 1 10_ . ;mm. .=12046<'..4. ._27.145T_ 4;` 48:85 _"5: _ _....0_ . F'.-:::'.'`,I...-e-':'_.;_ 0 __.- -!...A?!',:-"i 0- - 1, - 11 N6 max -.404 • 6 26.066 3 -21.508 4 % 0 1 0 1 0 1 . 12 .. min 71698 , :',s.3.;':Z VA8.773= ±6.,':..: u 26:942 ,5 ;0 1 ,.:';0 1. ... . 0.. t:- 13 Totals: I max 0 1 175.97 2 0 4 14mih 49.68. 3 . 1;08 745 ; 6 _-49:68 `- 5 , RISA-3D Version 11.0.0 [C:\...\...\Desktop\Washington Square\Cooling Tower Platform.r3d] Page 53 ,> c�r iz • Company May 10,2013 Designer 2:45 PM Job Number Checked By: Envelope Joint Displacements (Continued) Joint X[in] LC Y finl LC Z finl LC X Rotation... LC Y Rotation... LC Z Rotation f...LC 66. "".. _t .. _. rnln 0_,. 5.. . :-0l2 ;. .1.. x",,..004 ., 2:6696-6 .5 67 N34 max .105 4 .004 4 .036 6 -3.201e-3 4 3.321e-5 4 6.996e-4 3 0 x __ 1.,� :. .011 . _1...: .0051.A 2' ..4:5896 3 ."'5_ 3.3816.5:: 2.... 131.156=6 1 ` Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete_ Maso Footings Aluminum Connecti... 1 IBC 16-1 Yes Yes Yes - 2..,15.041:041_3;40)1 NW610_n . �, : �. _.. . ... ., _.. ... . Ye17n . Yes..... 3 IBC 16-5x Yes Yes Yes 4 ",_aIBCw16-7x NANI .Ntai WO,_...,., .,,Yes' _.. ._ . . _.�_ _ Yes � - Yens 5 IBC 16-5z Yes Yes Yes 48:•%1 BC16;7z �.�_ �,.rwa;,,., , ._..,.�f. .w° ...; -5YR.6-6WEI Envelope AISC 3rd: LRFD Steel Code Checks Member Shape Code Check Loc[... LC Shea...Locf..Dir1.Qphi*Pnc...phi*Pnt fkl phi*Mn v...phi*Mn z-z[... Cb Eqn 1 M1 HSS8x8x10 .404 2.75 5 .092 0 z 5 690.794 738 167.625 167.625 1.684 HSS 7.1-2 3=2117, M2SII HSSBxsxia 4117241 2 367.$0 iWg 51 AO i5'; 662 398.,x,,,738 1.67:625 162 625 i,684 HSS 7:4:1.2 3 M3 HSS8x8x10 459 2.15 3 .107 0 z 5 693.2 738 167.625 167.625 1.684 HSS 7.1-2 4... ., s..M4a.f: HSS8x8xi0 57,,,,:459.x:253O61W 11.1811693.2N ,..'.738 .. 167:625„ _.167.625'. 1 684 i,HSS17.1.2. 5 M5 HSS8x8x10 .723 2.367 3 .182 0 z 2 692.398 738 167.625 167.625 1.684 HSS 7.1-2 6 .,. _X M6 .a :HSS8x8xt0 5:417185614.2.75 iAo 08.1 Roll`..zT 2 =690 794, ., ,.7.38.w. _167:'625. ..1:67..62511 684.HSS 7V2=. 7 M7 W24x68 .477 0 2 .086 0 v 5 115.9 904.5 88.294 248.883 1.304 H1-1 b j.:nM8._. W24z68 .x:5801-ti 00 ':b3 X085= 0. =.-vb 5 . 1'�;T5:9.. 904.5. (88:294. ...283.21-3 .,4483� ,.H1. 1a. 9 M9 W24x76 .894 30 2 .162 0 v 5 135.82 1008 103.24 322.384 1.365 H1-1a =`10. _ =M10 _ W21-z62 ,.::605 '14 ••-;5 117.•1720T r54..21::2991, ..2823.5 r 578:504 __;'352:493 .1.243 «.H1 1b 11 M11 W21x62 .597 5.789 5 .117 0 v 5 212.991 823.5 78.504 359.222 1.267 Hl-lb '12,. vM12. W215(6-24 i0.4%83iXt 142 g2 e 095~ X20571, 12 991< -.4-.7482815%;!..178S56411 ' 13 M13 W21x62 .326 5.789 2 .099 20 v 3 212.991 823.5 78.504 343.604 1.212 H1-1 b W 12xx40 ,x:164_.v X20_ 3 -037 X26 ;31111:5155'.:f 322f7, H i_=1 b 15 M15 W12x40 .182 20 3 .042 20 v 3 163.355 526.5 61.938" 213.75 2.394 H1-1 b 16.. M 16 . W 12x40 :* :164 T205 3 .037 X20':it 3. i 63 355 ; 526:5: 61:938 17 M17 W12x40 .182 20 3 .042 20 v 3 163.355 526.5 61.938 213.75 2.394 H1-1 b t8. ,__ M30 �`` _W8z1.3�M321x-- 6 862 5 :006 131 y r3 23 483.fi 416. X5:5281. ,1=18.174 1137"`. 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V 3 54:384,424A176!:: 27 M27 W8x13 .105 0 , 5 .004 ,8.5_v 3 54.384 124.416 5.528 26.7 1.134 Hl-lb 28.., „x 128 W8x13 146 8.5 . 5 :004 Y.A. ..v 1 54:384 ::124.416 , 5:528 .,&27.557-'.. 1.17 H1T.1bn 29 M29 W8x13 .104 0 5 .004 8.5 y 1 54.384 124.416 5.528 26.72 1.135 H1-1 b RISA-3D Version 11.0.0 [C:\...\...\Desktop\Washington Square\Cooling Tower Platform.r3d] Page 96