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CC-0468-2019(2)
EZPAN2X4-40 N/D 10 FILE COPY RAB Indoor Project: Type: Just Water Prepared By: Date: Driver Info LED Info Type Constant Current Watts 40W 120V 0.33A Color Temp 4000K(Neutral) 208V 0.21A Color Accuracy 83 CRI 2'x 4'EZPAN edgelit LED panel lights provide smooth and uniform light edge-to- 240V 0.19A L70 Lifespan 60,000 edge for a clean,modem look.Install in drop ceilings or use optional surface, 277V 0.16A Lumens 4,465 pendant or recessed(dry wall)mounting kits. Input Watts 39.8W Efficacy 112.2 LPW Color:White Weight:26.4 lbs Efficiency N/A Technical Specifications Listings Power Factor: Housing: UL Listing: 99.3%at 120V,96.3%at 277V Lightweight aluminum housing,steel pan and Suitable for damp locations LED Characteristics junction box IESNA LM-79&LM-80 Testing:Lifespan: Installation: Standard integral T-bar clips secure the fixture to T- RAB LED luminaires and LED components have 60,000-hour LED lifespan based on IES LM-80 bars and prevent T-system separationbeentestedbyanindependentlaboratoryinresultsandTM-21 calculations accordance with IESNA LM-79 and LM-80. Finish: LEDs: DLC Listed: Formulated for high durability and long-lasting color Long-life,High efficiency,micro-power,surface This product is on the Design Lights Consortium mount LEDs Green Technology: DLC)Qualified Products List and is eligible for rebates from DLC Member Utilities.DLC Product Construction Mercury and UV free.Rolls-compliant Code:P76QGDBU components. IC Rating: Electrical Other Suitable for insulated ceilings Warranty:Note: Maximum Ambient Temperature: RAB warrants that our LED products will be freeAllvaluesaretypical(tolerance+/-10%) Suitable for use in-30°C(-22°F)to 50°C(122°F) from defects in materials and workmanship for a Dimming Driver: Lens: period of five(5)years from the date of delivery to the end user,including coverage of light output,Driver includes dimming control wiring for 0-10V Frosted polystyrene color stability,driver performance and fixture finish.dimming systems.Requires separate 0-10V DC Mounting: RAB's warranty is subject to all terms and dimming circuit.Dims as low as 10%. conditions found at rabliahting.com/warrantv. Recessed ceilingDriver: Constant Current,Class 2,120-277V,50/60Hz, 120V:0.35A,208V:0.21A,240V:0.18A,277V: 0.16A THD: 8.2%at 120V,9.9%at 277V Need help?Tech help line:(888)722-1000 Email:custserv@rablighting.com Website:www.rablighting.com Copyright©2019 RAB Lighting All Rights Reserved Note:Specifications are subject to change at any time without notice Page 1 of 2 EZPAN2X4-40N/D1 0 RAB Indoor Technical Specifications (continued) Other Buy American Act Compliance: Equivalency: RAB values USA manufacturing!Upon request, RAB may be able to manufacture this product to beEquivalentto(4)F32T8 or(4)F28T5 compliant with the Buy American Act(BAA).Please contact customer service to request a quote for the product to be made BAA compliant. Dimensions Features NSA Perfect for shallow plenums Even and diffuse ambient illumination,ideal for spaces where glare- free lighting is required I0-10V dimmable driver,standard f I 1.44 I A I I Ordering Matrix Family Size Wattage Color Temp Driver Options EZPAN 2X4 — 40 N D10 2X4=2'x 4' 30=30W Blank=5000K(Cool)D10=0-10V Dimming Blank=No Option 2X2=2'x 2' 40=40W N=4000K(Neutral) LC=Lightcloud®Controller 50=50W YN=3500K(Warm Neutral) E2=Emergency Battery Backup Y=3000K(Warm) LC/E2=Lightcloud®Controller w/Emergency Battery Backup Need help?Tech help line:(888)722-1000 Email:custserv@rablighting.com Website:www.rablighting.com Copyright©2019 RAB Lighting All Rights Reserved Note:Specifications are subject to change at any time without notice Page 2 of 2 303.15-1-32 CC-0468-2019 Just Goods, Inc. 276 Dix Ave Interior Alt (clean room)2279 s.f. GARY K. MUNKELT & ASSOCIATES ENGIINEEKENU 1180 Welsh Road, Suite 190 North Wales,PA 19454 Phone: 2.15-855-8713 Fax 215-855-8714 NEW YORK COA#082885 FILE COPY PROJECT: JUST BEVERAGE RACKING RIDG-U-RAK DWG. #4P-9852 & 4P-9853) LOCATION: QUEENSBURY,NY 12804 CLIENT: RIDG-U-RAK NORTH EAST,PA TABLE OF CONTENTS SHEET Cover 1 Reference Data(reference drawings&loading conditions) 2 -4 Storage Rack Basic Structure— 4- 13 Storage Rack Beam Check 6 Storage Rack Upright Post Check 6-9 Storage Rack Seismic, Stability&Anchorage Check 9- 13 Storage Rack Bracing Check 13 Pick-Up&Delivery Station Check 14- 16 Appendix A- Selective Storage Rack Layout,Elevations&Details Appendix B—Structural Model for Pick-Up &Delivery Station(MASTAN2) Notice to Building Departments If this calculation is submitted for building permit approval, it shall contain all sheets of calculations as listed in the table of contents and shall be accompanied by all drawings listed in Reference section on sheet 2. All documents shall bear appropriate seals and signatures in ink of contrasting color. REPRODUCTIONS OF SIGNED COPIES ARE INVALID Date: 1/27/2020 GKM Job Number 2001061 Of NEW o4 ... Y Sheet#1 of#16 4. -s. A$1,17. - ,P, 1v ->•1 A,, r . t. S. * ri-c5 la --- 1 [ 1 2 C IE LI V IE t, ..„..,........ ui Ly - ------1 1'1 JAN 3 1 2020 1 I00:97:51176 EE E.LI RV SU 1 WING C.74 l C3DES la 47:14 4.i g:1"• :..1144rys0. ic .allig i I - 21117 CALL BY: BJM CHECK BY:: SHEET NO. OF DATE-1/27/2020:PROJECT::JUST BEVERAGE-QUEENSBU RYY'.N Y 12804, 1.2.1.2.1 3-Pallets Wide Governs Design (2 Pallets Wide -Similar Distribution):, Take 25% impact of a single pallet as a UDL on 1/3 of span. There are two beams supporting each level (one front, one rear). Accordingly, each three pallet wide beam supports 1 1/2 pallet loads on the full span, plus 1/8 of a pallet load on 1/3 of the ' span. Coefficients have been modified to account for loading on beams that includes C I impact loading at worst case. I . 1.2.2__Seismic iBuildingi;Code'svf NeV York.State.(Base:code 2015:IBC),Structuraf Design. ASCE 7-10 Section 15.5 "Nonbuilding._Structures Similar to Buildings"& subsection:15,5,3 "Steel.Storage Racks" as referenced & RMI (MH16.1) Seismic Provisionsior:- ':Steel-StorageRackina: 1.2.2.1.1 General: V= CsW Within the constraints: 0.0445 I W < V = S I W S I WI. ds a s-g— RT R Given:, Queensbury, NY is under the jurisdiction of the Building Code of New York State(Base code 2015 IBC) Structural Design.The USGS Earthquake Hazards Program indicates for project site for 276 Dix Avenue, Queensbury, NY 12804 the maximum seismic site coefficients for the spectral acceleration parameters are: Ss=23.0%g (0.2sec)&S1 = 8.1%g (1.0 sec)is indicated for project site: R=6 (Moment Frames- Longitudinal direction RMI) R =4(Braced Frames-Transverse Direction RMI) T= Structure Period(sec) W= Rack+(2/3)Contents per ASCE 7 For default soils: Fa= 1.600 Ss=0.230 FaSs=Sms=0.368 2/3Sms= Sds<0.245 F„=2.400; Si =0.081 FvS1 =Smi =0.194 2/3Smt =Sdt <0.130 Here, for le= 1.0 (not open to the general public) Seismic Design Category "B" GARYK. MUNKELT&ASSOC. Structural Engineers Fax:(215)855-8714 I(47 CALC BY: B.IM CHECK BY:',1 SHEET NO. fre OF DATE 1/27/2020 PROJECT: JtAtiftViffitAdE-1t5.1)8811 8BURY,-NY).1:Igd.4.: t( 2.-2 TypiCaiSelective LPallet,Rack.Units -Components.&Geometry:_ FRAME-2 FRAME-1 i..-, i DF.L IVERY ARM 111CROSSBAR 3) PER ARM i?;.-i. r •. te.:.%.,;: ,ic.V..".:it%%'.,,;( L0•.,„:,,,„...:.1. e•-•• • 1 ,..1.,•: ,.)..le• ir 1'1 2.! 2',... 2.7' 27 ii- 4, :•.,)1.- s11; 7-. ii.:4:•IP;". , rtiiK • •••:,:li12108" BEAM LENOTI.L :, 48" . fil '''''!' PICK UP le DELIVERY ARM CONNECTION DETAIL. PLAN MI. \I.0 IMMO MR'Al:or ARMS - -— i ' VIEW 1 ; 1 , I! II FRAME-1 OF ARMS P ICK up & G 6,000 G ' DEI,NERY ARM , it:_.', 1 : 1). ,.`,, fri. ti...;..'. .'''' PER LEVEL . 11 '1..----kT, 1 ' „ 1-.. ).. - - i • i 1 2., ' Lt. c.:1.i, 6, - • ii,i.III I. 1 k ' 1' .- 4714;.; 6,00011 'IPERi'PAIR`:g1j-, ,,,, .- ,...1: • PER__LEVEL • Ar.:4:40-4 ,„ 11 cc, 1 ' A : ,f---,,•-:•-• -1‘,. ______, 1,?,-7.•b ; . g ,f't•1,?,'' ' kilkA 7.--..0 - 1'"'cA-=.-:.;•,c--...1..- ', „..,. 11! FRAMI FRAME:=1, F.RONTELEVATICiN GARY K MUNKELT&ASSOC. Structural Engineers Fax: (215)855-8714 - - r.' CALC BY:j3JM CHECK BY-t SHEET NO, 1 OF DATE 1/27/2020 PROJECT: JUST BEVERAGE—QUEENSBURY,NY 12804 1 2.4-Check-Pallet-/Selective_Storage_Rack'Typicar Bav':Uprights :. 2.4.1 Check Selective Rack Upriqht Interior_Posts: 2:4.1?1 Check,Post'='.Dead.plus,.L-ive Loads (Ca)'tritical;section): The dead load of the racking bay is approximately 2.5%of the vertical load, for the stability demand loading case for 1.2DL+1.4PL,conservatively ignore dead load and check the reserve capacity to insure components can account for the increase for dead load; less than 250 lbs.factored per post max.) 2.4.1.1.1 Vertical Load to "C" Shaped Posts (Critical Section of Post): of beam levels above critical level= 3 Maximum load per level= 6.0 kips/level P < (#ebfleve1s)7(L). 9.0 kips 2 Factored Load= 12.6 kips (12.9 kips with dead load maximum) 2.4.1.1.2 Second Order`Effects'Usifq'tor'Notional fLoad,Analvsis 1 nP H v Total Elastic Rigid Column Column F Body Deflection Deformation Rotation Primary Notional Moment(base fixity assumption verified below): Mprtm.ary = rl P Deflection: O= r7Pl12E/, 21Ce Second Order Notional Moment: PA nPi H3 H2 Mp-6 2 2' t1'2E4 +2'Ko } GARYK MUNKELT&ASSOC. Structural Engineers Fax:(215)855-8714 CALC BY: BJM CHECK BY. . SHEET NO; `1 OF DATE 1/27/2020 PROJECT: JUST BEVERAGE_Q.0 EENSBURY NY-12804 2 41.'1.4 Stability:, Kconn Analysis uses a connector stiffness of 3250 in-kips/rad per pair beam end connector based on testing. (Reduced stiffness applied) Conservative beam 2.72 in4 (RB-S-465-4.65" high beam) beam 108 in (Clear) I Kbeam 4016 in-kips/rad I Ktheta 1796 in-kips/rad (based on combination of left&right end connectors) 2.4.1.1.5 Demands:. n = 0.005(Conservative) (0.0075 used for short row of 2 bays/row) Pact= 12.6 kips(factored) H = 74in. s= 0.48 (ratio of primary to secondary notional moment-Conservative) j Mn= 4.5 in-kips(1st order moments amplified for 2nd order effects) Mnot= 2.5 in-kips (1st order moments amplified for 2nd order effects Unfactored) 2.4.1.1.E Combined_Stress P + 8M < 1.0 cl3Pn 9cMx 12.6k) + 8(4'5 in-kip) = 0.91 < 1.0 OK 16.5k) 9(27.8 in-kip) 2.4 9Z-Longitudinal Seismic: 2.4.1.2.1 Base Shear : Determine Period-FEMA 460 Appendix A Nswpihnt 1 = 2n kc6 r'kck e. For a rack with a constant load per level and spacing between beams: N=number of levels wpt =w h =spacing between levels GARYK.MUNKELT&ASSOC. Structural Engineers Fax: (215)855-8714 CALC BY: BJM CHECK BY: SHEET NO. I1 OF Le DATE 1/27/2020 PROJECT: JUST BEVERA.GE:==:QUEENSBURY;=NY-12'804 2.4.1.2.2 Post Check-Under:Seismic_Including For Checking Seismic(RMI Load Combination): 1.2+0.2Sds)DL+(0.85+0.2Sds)PL+ 1.0E = 1.25DL + 0.90PL+ 1.0E P= 1.25(0.025PL)+(0.90)(PL)=0.93PL+ 1.0E Conservatively use 1.0PL+ 1.0E(Accounts for Dead Load of racking) 2.4.1.2.2.1 Design_Forces_: 1 ! P < 9.0k; V < 0.15k M < Va/2 + Mnot =(0.15)(74)/2+(2.5)=8.1 in-kips (Governs) OR M < Va-1.5(Pv)+ Mnot = (0.15)(74)-(1.5)(9.0)+(2.5)<0.13 in-kips 2.4.1.2.2.2 Post-Combined-Stresses: P + 8M < 1.0 cpPn 9ccMx 9.0k) + 8(81 'in-kip)',; =0.81 < 1.0 OK 16.5k) 9(27.8 in-kip) 2:412:3.IBeam Conneciionsi 2.4.1.2.3.1 Design Forces:. Mconn-Notional column demands not carried to connector) Mconn < [(0.15)(74/2)+(0.821)(0.150)(64/2))/2 conn=4.8 in-kip NOTE: -Even if notional load demand was carried to connection-acceptable as shown: 2c4.'1 2.3c2 :Connection iCapacitii:, Standard 2 Pin Beam End Connection- Connections tested in accordance with ANSI MH16.1 cpMn= 9.8 inch-kips m z Mconn << ci3M8 OK y PINS Standard 2-Pin Connector 366" Material x 6" High, with Auto-Lock) GARY K. MUNKELT&ASSOC. Structural Engineers Fax:(215)855-8714 CALC BY: BJM CHECK BY; SHEET NO. I OF ?)j.tY 1, DATE 1/27/2020.PROJECT: JUST BEVERAGE'='Q,UEENSBURY-NY 12804 2:4113.3 Stability:&'Anchorinc !Requirements: i ; Per ASCE 7 &RMI Specifications check system for case#1 for 67%of fully loading condition& case#2 check for full pallet load on top level only. EASE`,#.1'-'67%o FuHv:toaded:Bav:, 1 ;I As noted above, acceptable as shown: CASE_#2.- Fully Loaded Top Pallet Only Condition: 0.9-0.2Sds)DL+ (0.9-0.2Sds)PL+1.0EL V"=0.24 kips based on top beam level loaded only to 6.0 kips 1.0EL=P"eq=-1.43 kips uplift(h"=230", d=39.3") 0.9-0.2Sds)DL+PL=0.851 Papp=0.851(6.0/2)=+2.55 kips 0.9-0.2Sds)(DL+PL)+ (P"eq)= (+2.55 kips)+(-1.43 kips)=+1.12 kips indicates uplift, tension in anchoring) Therefore no uplift, no tension in anchors under case#2-Top level loading only ForAnchoririq:'i I Use (1)-1/2"diameter x 4 1/2" Hilti KH-EZ Screw Anchor with 3 1/2" minimum 1 embedment per base plate. 1 2 4.1a 4=Chef Bracia I 2:41 3.4:1 Design Forces_for Horizontal Bracing:; Pbr = 0.73k at base 2.4.1 3.4 2 Design."Forces:#or.Diagonal Bracing:: Pd=0.73(54.2/36.5) = 1.09k @ Base for 42"deep frame at 2nd panel at 48" 2.4.1.3.4.3 Horizontal & Diagonal Brace Capacity:._ Same brace for horizontal&diagonal bracing) 1:Y-" A=0.283 in2 rmin=0.462 in 062". k= 1.0 L. I=54.2" s%8 cpPn = 3.3 kips at 48"panel P/en = 0.33 OK 1 GARYK.MUNKELT&ASSOC. Structural Engineers Fax:(215)855-8714 CALC BY: BJM CHECK BY SHEET NO. I OF 167 DATE 1/27/2020 PROJECT: JUST BEVERAGE-'QUEENSBURY,NY 12804 Check Upright Post Loading At 64"Spacing: C"Shaped Post -3"w x 2 3/4"dp x 0.100"t Analysis§ion properties based on the Direct Analysis Method) UF_-M-33 "C" Post kx, ky= 1.0; kt=0.8 3 " d=2.75" t=0.100"minimum Ae=0.827 in2 kiy/ry=50.1 Sxnet=0.830 in3 klx/rx=52.5 9 rx= 1.219 in kit=41.6 16 Synet=0.641 in3 Capacities: CD _ Ty= 1.039 in Available Capacity based on Fed Fy=55.0 ksi Fn= 30.2 ksi lx=64"cpPn=21.2 kips ly=52" cpMy=31.7 in-kips It=52"cpMx=37.6 in-kips 2.4.2.1.3.Design Forces Per MASTAN2:Model -Appendix"B" Pmax. < 8•6k; Mmax=7.2 in-kips At 74"Critical section -Double Posted Pmax. < 3•0k; Mmax= 102 in-kips At top 64"-Critical section-Single Posted 2:4.21.4 'post:Combined;Stresses: P + M < 1.0 cpPn cpMx 8.6k) + (72 in-kip)` =0.25 < 1.0 OK for double posting 55.7k) (75.4 in-kip) 3.0k) + (10;2'.in-kip). =0.41 < 1.0 OK for single posting 21.2k) (37.6 in-kip) 2.4.2.1.5 Seismic_Cross.Aisle at Critical Section at74": NOTE: The above loading is based on factored loading, for seismic consideration in cross aisle the vertical&twisting loading is unfactored: Vca= 0.061 We= 0.061(8.6k x 2/3)(2)/1.4=0.50 kips maximum with load from cantilever arms ' Peq= (0.50k x 182")/39.3"=2.3 kips Pvertical =(8.6k/ 1.4)=6.2 kips Ptotai = 8.5 kips Mxmax=(7.2 in-kips/1.4) =5.2 in-kips maximum at 74"spacing GARY K.MUNKELT&ASSOC. Structural Engineers Fax: (215)855-8714 CALC BY: BJM CHECK BY: SHEET NO. OF DATE 1/27/2020 PROJECT: nisi-BEVERAGE,-QUEENSBORY,NY 12804 APPENDIX "A" Floor Plan / Layout.& Detailed Drawings for Selective Racks GARY K.MUNKELT&ASSOC. Structural Engineers Fax:(215)855-8714 S I Z I 3_ I; 4 _ ;I IS:: I'c-- — il(f' If I I I II y' I It wt'—..i. 8 au.klc.tca I rI 4' zkwL 1 iAtil .}- LG rI i^.y f IN EYB°OUEHT 310 S -L'`J.. f t4 .,, Pw DASEnu,Ey II A v 1 lait ( PER ARU R'L n eEw ra uREw75 lYF?• }: 1-:_' a• OVE AA iK1N Ill'E U END I tr 4 is IASSHON) I ROM V.• OPPOYE CORNEAS) • V.RATE 01 1.,-...:;„:„.:,... 41111/P . ..,,H,,,,,:ir a CROSSBAR n 1 1 ' II 1 (rvo,loalF h(mis i°DR.SECLTON- o II1 f Tc«r C ^YA SECIION'B' iu u e p.x+D,eR I`.en. f 1K!i SECTION'A', z PER WSEPUJE) I.= CROSSBAR 00d'x cs BEAM. ROW SPACER. CONNECTION DETAIL n ctr A TO COLUMN N N--; ICONNECTIONDETAIL. CONNECIION-DETAIL. t a': )' DETAIL-1. Li f. I I'I hi I fAnuH'ARN ro'ErA< -z aHIT) v F' l7 eo B c;rii), 18:, I.i ><K x SECTION' - SEC ION_D' ,SECIION'E, -SECTION P I li jy,g-: , 1' DELE. 11 APAI I p:SECIION'G' J Kn e.h_ = — -II NOTES: I'I 1.ALL.KAIGMOR TO BEROTH 004 1-TO AND7I 1, A L-RA RACKS V1 E AN HORED TTOIT AND CROSS-K',LE I 2 I - I 81 M,: i DRECiIO.S TO A U0TH T DEMITION DC H/490 I:.. OVER THE RICK HOGM..THIS G A ROG-LI RAK REOLA.-. or h;,...)tt }SPACER I CO RECTOR CONTACT R DF V EME OAR LISTALLXn°S tIT ABLE TO IL I N UATERAI. 0 HGH EET FLOTHISOR IS ASSUIIED.TO RE STRUCTURAL,UENf, I J 3 .SM>SPRTIE LOCf) S.TO SUPPORT ME STORAGE RACK AND DESIGN LOADS PLAN VIEW YYY GEPREO ON MO DRAWING.RIDU-U-RAH ACCEPTS NO I 'I iiTJ lC. RQ'OKN6'NT H°4 LNB'Utt TOR ME FLDOR DESIGN OR II HD. PER4ORUANCE,A 5 e i lh A NUf aA NSTOLIER TO VERIN ALL MALD.NC OSIE16WK. AEII COWNN lOLIiNNVS/STIES.ECUIPARHt LOGnONS. I' i ~St OVERHEAD OSSTRUCTIOVR.ETC.)PRIW ro APPROVAL.. I 0.USE ING MAHAL MRH.AP-9g5:TOR PLAN VIER C 1 r0;t.:e trail I 1 or:. Vr Ci1r.e'o' I C, X-.J'ti° iL ArA: ',, I '' S d`t0'4 EIN+n) li 1 lin I 2::C! 1 r ,.',;,,.._„' r':w, ® • II::I®: 1 1y' a // tzY Nr0.4L), 1 1I I 1I y ; : 5t I .44 f r PAn 1 11 ri o t 1 b 1 I I, 4 r IC I TIE. j T f II III PICKUP&DELIVERY-ARMCONNECiTONDEfAiL DESIGN Eons(oowrEn PAIR OF nuna f d"AS"-I 1 1 ) FRONTELEVAT(ON FRAME 1 FRAME _ I+et MExD.er•l rLr Vlim ..n I uI SIDE ELEVATIONS OELECJNESTORAGE RACK a.slcu/Ele/anoN$&S£rOES If aye.Wml4 __ y .X.4xmlae en_T4M+ Jmaedt.- c.tr. C ' o, ALPHE-m...au--we II 2':-- - - I,, -SI I - - - I IF o l; _ I 1 N4 N 9 N1 4 6,10 I- Is'- 7E2Crf... 1's" E-2-6! - — .7-'1'-''''-- --E-261------- i I I t 83. o Eli1 E921 _ _ ___ _ ,-..,','7 141I f7 El 9 --- - '-tr'''''''- - E22 -- -----', .'"'-- .!E25: 1 1 E 1 0 422,1 61. _ ._ _ 411 il:T6 2'----.E214,- - -'"' -EZT' ' t ''' E24 1 It1E51E9 EU I.. 15 X 1.' Ak, I -!:- Pick-Up& Delivery Post 3B03.txt Y:,r***/itfti:: MASTAN2 v3.3.1 *********** Time: 07:57:51 Date: 01/24/2020 Problem Title: Pick-Up 1000 CONN) Factored with 1 impact moment NO LOAD ON END BAY (LOW Input for Structural Analysis General Information Categories: i) Number of Nodes = 21 ii) Number of Elements = 26 iii) Number of sections = 4 iv) Number of Materials = 1 v) Number of Supports = 4 vi) Applied Loads i) Node Information Coordinates Node X Y Z 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 7.4000e+001 0.0000e+000 3 0.0000e+000 2.0200e+002 0.0000e+000 4 0.0000e+000 2.4000e+002 0.0000e+000 5 1.1100e+002 0.0000e+000 0.0000e+000 Page 1 7B03.txt 13 FREE FREE FREE FREE FREE FREE 14 FREE FREE FREE FREE FREE FREE 15 FIXED FIXED FREE FREE FREE FIXED 16 FREE FREE FREE FREE FREE FREE 17 FREE FREE FREE FREE FREE FREE 18 FREE FREE FREE FREE FREE FREE 19 FREE FREE FREE FREE FREE FREE 20 FREE FREE FREE FREE FREE FREE 21 FREE FREE FREE FREE FREE FREE ii) Element Information Connectivity & Attributes Element Node i Node j Length Beta (deg) section Material 1 1 2 7.4000e+001 0.0000e+000 1 1 2 2 21 6.4000e+001 0.0000e+000 1 1 3 21 3 6.4000e+001 0.0000e+000 1 1 4 3 4 3.8000e+001 0.0000e+000 1 1 5 5 6 7.4000e+001 0.0000e+000 1 1 6 6 7 6.4000e+001 0.0000e+000 1 1 7 7 8 6.4000e+001 0.0000e+000 1 1 8 8 9 3.8000e+001 0.0000e+000 1 1 9 10 11 7.4000e+001 0.0000e+000 1 1 10 11 12 6.4000e+001 0.0000e+000 1 1 11 12 13 6.4000e+001 0.0000e+000 1 1 12 13 14 3.8000e+001 0.0000e+000 1 1 13 15 16 7.4000e+001 0.0000e+000 2 1 14 16 17 6.4000e+001 0.0000e+000 2 1 15 17 18 4.2000e+001 0.0000e+000 2 1 16 18 19 2.2000e+001 0.0000e+000 3 1 17 19 20 3.8000e+001 0.0000e+000 3 1 18 2 6 1.1100e+002 0.0000e+000 4 1 Page 3 JB03.txt 20 1.0000e+03 Rigid 1.0000e+03 Rigid Free Free 21 1.0000e+03 Rigid 1.0000e+03 Rigid Free Free 22 1.0000e+03 Rigid 1.0000e+03 Rigid Free Free 23 1.0000e+03 Rigid 1.0000e+03 Rigid Free Free 24 1.0000e+03 Rigid 1.0000e+03 Rigid Free Free 25 1.0000e+03 Rigid 1.0000e+03 Rigid Free Free 26 1.0000e+03 Rigid 1.0000e+03 Rigid Free Free iii) Section Information Part I: Properties Number Area izz iyy J CW 1 6.6050e-001 9.8800e-001 0.0000e+000 0.0000e+000 0.0000e+000 2 1.6798e+000 2.4940e+000 0.0000e+000 0.0000e+000 0.0000e+000 3 8.3970e-001 1.2452e+000 0.0000e+000 0.0000e+000 0.0000e+000 4 1.0508e+000 2.7230e+000 0.0000e+000 0.0000e+000 0.0000e+000 Part II: Properties (continued) Number Zzz Zyy Ayy Azz Name 1 inf Inf inf inf single Interior Post 2 inf inf inf inf DBL Post End 3 inf inf inf Inf Single End Post 4 Inf inf Inf inf RB-S-565 Part III: Yield surface Maximum Values Number P/Py Mz/Mpz My/Mpy 1 1.0000e+000 1.0000e+000 1.0000e+000 2 1.0000e+000 1.0000e+000 1.0000e+000 3 1.0000e+000 1.0000e+000 1.0000e+000 4 1.0000e+000 1.0000e+000 1.0000e+000 iv) Material Information Page 5 yy h 7B03.txt 12 0.0000e+000 -2.1000e+000 0.0000e+000 13 0.0000e+000 -2.1000e+000 0.0000e+000 16 0.0000e+000 -8.8000e-001 0.0000e+000 17 0.0000e+000 -7.0000e-001 0.0000e+000 19 0.0000e+000 -7.0000e-001 0.0000e+000 21 0.0000e+000 -2.1000e+000 0.0000e+000 Nodal Moments Node Mx My Mz 16 0.0000e+000 0.0000e+000 -2.1000e+001 17 0.0000e+000 0.0000e+000 -1.6800e+001 19 0.0000e+000 0.0000e+000 -1.6800e+001 uniform Loads (Note: Refers to local coordinates) Element Wx Wy Wz No uniform Loads Exist *** Temperature Effects (Note: Refers to local coordinates) Element dT(centroid) Tgradient(y') Tgradient(y') Thermal Coef No Temperature Effects Defined *** End of Input for structural Analysis Results of Structural Analysis General Information: Structure Analyzed as: Planar Frame Page 7 a03.txt Node X-rot Y-rot z-rot 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 0.0000e+000 -2.9361e-003 3 0.0000e+000 0.0000e+000 -3.0418e-003 4 0.0000e+000 0.0000e+000 -3.0418e-003 5 0.0000e+000 0.0000e+000 0.0000e+000 6 0.0000e+000 0.0000e+000 -2.4622e-003 7 0.0000e+000 0.0000e+000 -3.2425e-003 8 0.0000e+000 0.0000e+000 -2.3083e-003 9 0.0000e+000 0.0000e+000 -2.3083e-003 10 0.0000e+000 0.0000e+000 0.0000e+000 11 0.0000e+000 0.0000e+000 -2.3302e-003 12 0.0000e+000 0.0000e+000 -3.2216e-003 13 0.0000e+000 0.0000e+000 -1.9538e-003 14 0.0000e+000 0.0000e+000 -1.9538e-003 15 0.0000e+000 _0._0000e+000__._ 0.0000e+000 16 0.0000e+000 0.0000e+000 -5.4954e-003 17 0.0000e+000 0.0000e+000 -4.2966e-003 18 0.0000e+000 0.0000e+000 -3.4596e-003 19 0.0000e+000 0.0000e+000 -8.0015e-003 20 0.0000e+000 0.0000e+000 -8.0015e-003 21 0.0000e+000 0.0000e+000 -3.6676e-003 ii) Element Results at Step # 1, Applied Load Ratio = 1.0000 Internal End Forces (Note: Refers to local coordinates) Element Node Fx Fy Fz 1 1 6.1849e+000 2.4347e-002 0.0000e+000 2 -6.1849e+000 -2.4347e-002 0.0000e+000 2 2 4.1213e+000 4.6786e-002 0.0000e+000 21 -4.1213e+000 -4.6786e-002 0.0000e+000 3 21 2.0668e+000 5.5446e-002 0.0000e+000 Page 9 3B03.txt 19 21 8.6600e-003 -4.5542e-002 0.0000e+000 7 -8.6600e-003 4.5542e-002 0.0000e+000 20 3 -5.5446e-002 -3.3196e-002 0.0000e+000 8 5.5446e-002 3.3196e-002 0.0000e+000 21 6 7.2858e-002 -3.8278e-002 0.0000e+000 11 -7.2858e-002 3.8278e-002 0.0000e+000 22 7 2.8645e-002 -5.2355e-002 0.0000e+000 12 -2.8645e-002 5.2355e-002 0.0000e+000 23 8 -1.6066e-001 -3.7156e-002 0.0000e+000 13 1.6066e-001 3.7156e-002 0.0000e+000 24 11 1.2721e-001 -5.9938e-002 0.0000e+000 16 -1.2721e-001 5.9938e-002 0.0000e+000 25 12 5.8819e-002 -5.9225e-002 0.0000e+000 17 -5.8819e-002 5.9225e-002 0.0000e+000 26 13 -2.8281e-001 -7.7785e-002 0.0000e+000 19 2.8281e-001 7.7785e-002 0.0000e+000 Internal End Moments (Note: Refers to local coordinates) Element Node Mx My Mz B 1 1 0.0000e+000 0.0000e+000 1.4760e+000 0.0000e+000 2 0.0000e+000 0.0000e+000 3.2573e-001 0.0000e+000 2 2 0.0000e+000 0.0000e+000 1.8303e+000 0.0000e+000 21 0.0000e+000 0.0000e+000 1.1640e+000 0.0000e+000 3 21 0.0000e+000 0.0000e+000 1.4893e+000 0.0000e+000 3 0.0000e+000 0.0000e+000 2.0593e+000 0.0000e+000 4 3 0.0000e+000 0.0000e+000 3.5527e-015 0.0000e+000 4 0.0000e+000 0.0000e+000 7.1054e-015 0.0000e+000 5 5 0.0000e+000 0.0000e+000 1.6199e+000 0.0000e+000 6 0.0000e+000 0.0000e+000 9.5638e-001 0.0000e+000 6 6 0.0000e+000 0.0000e+000 3.0828e+000 0.0000e+000 7 0.0000e+000 0.0000e+000 2.3722e+000 0.0000e+000 7 7 0.0000e+000 0.0000e+000 2.9416e+000 0.0000e+000 Page 11 6- /4 JB03.txt 23 8 0.0000e+000 0.0000e+000 -2.1670e+000 0.0000e+000 13 0.0000e+000 0.0000e+000 -1.9574e+000 0.0000e+000 24 11 0.0000e+000 0.0000e+000 -2.3906e+000 0.0000e+000 16 0.0000e+000 0.0000e+000 -4.2625e+000 0.0000e+000 25 12 0.0000e+000 0.0000e+000 -2.9691e+000 0.0000e+000 17 0.0000e+000 0.0000e+000 -3.6049e+000 0.0000e+000 26 13 0.0000e+000 0.0000e+000 -2.5288e+000 0.0000e+000 19 0.0000e+000 0.0000e+000 -6.1054e+000 0.0000e+000 iii) Reactions at step # 1, Applied Load Ratio = 1.0000 Forces Node Rx Ry Rz 1 2.4347e-002 6.1849e+000 FREE 5 3.4815e-002 1.2587e+001 FREE 10 3.7620e-002 6.2308e+000 ., FREE 15 9.6782e-002 2.4769e+000.- FREE Moments Node Mx My Mz 1 FREE FREE 1.4760e+000 5 FREE FREE 1.6199e+000 10 FREE FREE 1.6571e+000 15 FREE FREE 1.0297e+000 End of Results of Structural Analysis MASTAN2 v3.3.1 3t;:: ***"-:r e* Page 13 J803.txt 9 1.1100e+002 2.4000e+002 0.0000e+000 10 2.2200e+002 0.0000e+000 0.0000e+000 11 2.2200e+002 7.4000e+001 0.0000e+000 12 2.2200e+002 1.3800e+002 0.0000e+000 13 2.2200e+002 2.0200e+002 0.0000e+000 14 2.2200e+002 2.4000e+002 0.0000e+000 15 3.3300e+002 0.0000e+000 0.0000e+000 16 3.3300e+002 7.4000e+001 0.0000e+000 17 3.3300e+002 1.3800e+002 0.0000e+000 18 3.3300e+002 1.8000e+002 0.0000e+000 19 3.3300e+002 2.0200e+002 0.0000e+000 20 3.3300e+002 2.4000e+002 0.0000e+000 21 0.0000e+000 1.3800e+002 0.0000e+000 Fixities Node X Y Z X Rot Y Rot Z Rot 1 FIXED FIXED FREE FREE FREE FIXED 2 FREE FREE FREE FREE FREE FREE 3 FREE FREE FREE FREE FREE FREE 4 FREE FREE FREE FREE FREE FREE 5 FIXED FIXED FREE FREE FREE FIXED 6 FREE FREE FREE FREE FREE FREE 7 FREE FREE FREE FREE FREE FREE 8 FREE FREE FREE FREE FREE FREE 9 FREE FREE FREE FREE FREE FREE 10 FIXED FIXED FREE FREE FREE FIXED 11 FREE FREE FREE FREE FREE FREE 12 FREE FREE FREE FREE FREE FREE 13 FREE FREE FREE FREE FREE FREE 14 FREE FREE FREE FREE FREE FREE 15 FIXED FIXED FREE FREE FREE FIXED 16 FREE FREE FREE FREE FREE FREE Page 15 JB03.txt 22 7 12 1.1100e+002 0.0000e+000 4 1 23 8 13 1.1100e+002 0.0000e+000 4 1 24 11 16 1.1100e+002 0.0000e+000 4 1 25 12 17 1.1100e+002 0.0000e+000 4 1 26 13 19 1.1100e+002 0.0000e+000 4 1 Connections Flexural Stiffness Torsion Node i Node j Warping Restraint Element kz ky kz ky Node i Node j 1 1.0000e+03 Rigid Rigid Rigid Free Free 2 Rigid Rigid Rigid Rigid Free Free 3 Rigid Rigid Rigid Rigid Free Free 4 Rigid Rigid Rigid Rigid Free Free 5 1.0000e+03 Rigid Rigid Rigid Free Free 6 Rigid Rigid Rigid Rigid Free Free 7 Rigid Rigid Rigid Rigid Free Free 8 Rigid Rigid Rigid Rigid Free Free 9 1.0000e+03 Rigid Rigid Rigid Free Free 10 Rigid Rigid Rigid Rigid Free Free 11 Rigid Rigid Rigid Rigid Free Free 12 Rigid Rigid Rigid Rigid Free Free 13 1.2000e+03 Rigid Rigid Rigid Free Free 14 Rigid Rigid Rigid Rigid Free Free 15 Rigid Rigid Rigid Rigid Free Free 16 Rigid Rigid Rigid Rigid Free Free 17 Rigid Rigid Rigid Rigid Free Free 18 1.0000e+03 Rigid 1.0000e+03 Rigid Free Free 19 1.0000e+03 Rigid 1.0000e+03 Rigid Free Free 20 1.0000e+03 Rigid 1.0000e+03 Rigid Free Free 21 1.0000e+03 Rigid 1.0000e+03 Rigid Free Free 22 1.0000e+03 Rigid 1.0000e+03 Rigid Free Free 23 1.0000e+03 Rigid 1.0000e+03 Rigid Free Free Page 17 G-20 3B03.txt 1 2.9500e+004 3.0000e-001 5.5000e+001 0.0000e+000 v) support Information Prescribed Displacements Node x Y z 1 0.0000e+000 0.0000e+000 FREE 5 0.0000e+000 0.0000e+000 FREE 10 0.0000e+000 0.0000e+000 FREE 15 0.0000e+000 0.0000e+000 FREE Prescribed Rotations Node X Rot Y Rot Z Rot 1 FREE FREE 0.0000e+000 5 FREE FREE 0.0000e+000 10 FREE FREE 0.0000e+000 15 FREE FREE 0.0000e+000 vi) Applied Load Information Nodal Forces Node Px Py Pz 2 0.0000e+000 -2.1000e+000 0.0000e+000 3 0.0000e+000 -2.1000e+000 0.0000e+000 6 0.0000e+000 -4.2000e+000 0.0000e+000 7 0.0000e+000 -4.2000e+000 0.0000e+000 8 0.0000e+000 -4.2000e+000 0.0000e+000 11 0.0000e+000 -2.1000e+000 0.0000e+000 12 0.0000e+000 -2.1000e+000 0.0000e+000 13 0.0000e+000 -2.1000e+000 0.0000e+000 16 0.0000e+000 -8.8000e-001 0.0000e+000 17 0.0000e+000 -7.0000e-001 0.0000e+000 Page 19 7B03.txt i) Displacements at Step # 10, Applied Load Ratio = 1.0000 Deflections Node x-disp Y-disp z-disp 1 0.0000e+000 0.0000e+000 0.0000e+000 2 3.0577e-001 -2.3971e-002 0.0000e+000 3 9.4939e-001 -4.5820e-002 0.0000e+000 4 1.0862e+000 -4.6066e-002 0.0000e+000 5 0.0000e+000 0.0000e+000 0.0000e+000 6 3.0570e-001 -4.8445e-002 0.0000e+000 7 6.3830e-001 -7.6866e-002 0.0000e+000 8 9.4958e-001 -9.1406e-002 0.0000e+000 9 1.0539e+000 -9.1549e-002 0.0000e+000 10 0.0000e+000 0.0000e+000 0.0000e+000 11 3.0542e-001 -2.4273e-002 0.0000e+000 12 6.3814e-001 -3.8766e-002 0.0000e+000 13 9.5012e-001 -4.6285e-002 0.0000e+000 14 1.0411e+000 -4.6393e-002 0.0000e+000 15 0.0000e+000 0.0000e+000 0.0000e+000 16 3.0493e-001 -4.3845e-003 0.0000e+000 17 6.3788e-001 -7.2612e-003 0.0000e+000 18 8.1631e-001 -8.3053e-003 0.0000e+000 19 9.5114e-001 -9.4161e-003 0.0000e+000 20 1.2772e+000 -1.0814e-002 0.0000e+000 21 6.3836e-001 -3.8301e-002 0.0000e+000 Rotations (radians) Node x-rot Y-rot z-rot 1 0.0000e+000 0.0000e+000 0.0000e+000 2 0.0000e+000 0.0000e+000 -4.2952e-003 3 0.0000e+000 0.0000e+000 -3.5992e-003 Page 21 24 7603.txt 5 5 1.2590e+001 6.3205e-002 0.0000e+000 6 -1.2590e+001 -6.3205e-002 0.0000e+000 6 6 8.3902e+000 1.1431e-001 0.0000e+000 7 -8.3902e+000 -1.1431e-001 0.0000e+000 7 7 4.1962e+000 1.2221e-001 0.0000e+000 8 -4.1962e+000 -1.2221e-001 0.0000e+000 8 8 -1.7760e-015 -6.8108e-016 0.0000e+000 9 1.7760e-015 6.8108e-016 0.0000e+000 9 10 6.2258e+000 6.6047e-002 0.0000e+000 11 -6.2258e+000 -6.6047e-002 0.0000e+000 10 11 4.1497e+000 1.2152e-001 0.0000e+000 12 -4.1497e+000 -1.2152e-001 0.0000e+000 11 12 2.0577e+000 1.3920e-001 0.0000e+000 13 -2.0577e+000 -1.3920e-001 0.0000e+000 12 13 4.4311e-016 5.3858e-016 0.0000e+000 14 -4.4311e-016 -5.3858e-016 0.0000e+000 13 15 2.5176e+000 -6.3622e-002 0.0000e+000 16 -2.5176e+000 6.3622e-002 0.0000e+000 14 16 1.5595e+000 -2.0375e-001 0.0000e+000 17 -1.5595e+000 2.0375e-001 0.0000e+000 15 17 7.8653e-001 -2.8121e-001 0.0000e+000 18 -7.8653e-001 2.8121e-001 0.0000e+000 16 18 7.8706e-001 -2.7973e-001 0.0000e+000 19 -7.8706e-001 2.7973e-001 0.0000e+000 17 19 3.3348e-016 1.1473e-016 0.0000e+000 20 -3.3348e-016 -1.1473e-016 0.0000e+000 18 2 1.8744e-002 -5.4478e-002 0.0000e+000 6 -1.8744e-002 5.4478e-002 0.0000e+000 19 21 1.2384e-002 -5.8893e-002 0.0000e+000 7 -1.2384e-002 5.8893e-002 0.0000e+000 20 3 -5.3573e-002 -4.0438e-002 0.0000e+000 8 5.3573e-002 4.0438e-002 0.0000e+000 Page 23 3B03.txt 9 10 0.0000e+000 0.0000e+000 2.7163e+000 0.0000e+000 11 0.0000e+000 0.0000e+000 2.1660e+000 0.0000e+000 10 11 0.0000e+000 0.0000e+000 4.1714e+000 0.0000e+000 12 0.0000e+000 0.0000e+000 3.6030e+000 0.0000e+000 11 12 0.0000e+000 0.0000e+000 3.6925e+000 0.0000e+000 13 0.0000e+000 0.0000e+000 5.2151e+000 0.0000e+000 12 13 0.0000e+000 0.0000e+000 1.8319e-014 0.0000e+000 14 0.0000e+000 0.0000e+000 -2.2204e-016 0.0000e+000 13 15 0.0000e+000 0.0000e+000 2.4790e+000_ - 0.0000e+000 16 0.0000e+000 0.0000e+000 -7.1887e+000• - 0.0000e+000 14 16 0.0000e+000 0.0000e+000 -8.3930e+000 0.0000e+000 17 0.0000e+000 0.0000e+000 -4.6476e+000 , 0.0000e+000 15 17 0.0000e+000 0.0000e+000 -7.7265e+000' 0.0000e+000 18 0.0000e+000 0.0000e+000 -4.0844e+000" 0.0000e+000 16 18 0.0000e+000 0.0000e+000 4.0844e+000' 0.0000e+000 19 0.0000e+000 0.0000e+000 -1.0238e+001 0.0000e+000 17 19 0.0000e+000 0.0000e+000 2.6645e-015 0.0000e+000 20 0.0000e+000 0.0000e+000 3.5527e-015 0.0000e+000 18 2 0.0000e+000 0.0000e+000 -3.2333e+000 0.0000e+000 6 0.0000e+000 0.0000e+000 -2.8137e+000 0.0000e+000 19 21 0.0000e+000 0.0000e+000 -3.4223e+000 0.0000e+000 7 0.0000e+000 0.0000e+000 -3.1148e+000 0.0000e+000 20 3 0.0000e+000 0.0000e+000 -2.4971e+000 0.0000e+000 8 0.0000e+000 0.0000e+000 -1.9915e+000 0.0000e+000 21 6 0.0000e+000 0.0000e+000 -3.0764e+000 0.0000e+000 11 0.0000e+000 0.0000e+000 -2.9971e+000 0.0000e+000 22 7 0.0000e+000 0.0000e+000 -3.6164e+000 0.0000e+000 12 0.0000e+000 0.0000e+000 -3.6042e+000 0.0000e+000 23 8 0.0000e+000 0.0000e+000 -2.5224e+000 0.0000e+000 13 0.0000e+000 0.0000e+000 -2.3152e+000 0.0000e+000 24 11 0.0000e+000 0.0000e+000 -3.3403e+000 0.0000e+000 16 0.0000e+000 0.0000e+000 -5.4183e+000 0.0000e+000 Page 25