[[xJ=E) StatiCa® Project data Project ame Project number Author Description Date siis02a Design code Asc 260-16 Material Steel A872 Gr50Project: Project no: [[nJ=E) StatiCa® mee anes Project item CON1 Design Name cont Description analysis Sts, sta simplified loading Design code ASC -ASD 2016 jeams and columns © cross-section PDifection y-Pitch @-Rotation Offsetex Offsetey Offset eZ Forces in Name | Cross-eecth ni a i {rom} my fom eves © 3-hwsoox250 00-900 00 ° ° 0 Node 8 4-hwds0x200 oo 00 00 ° ° © Node Cross-sections Name Material 3 hesoox250 872.6150 44 twa50x200 A872 6150 Bolts Diameter fw Gross area Name Bolt assembly met nits} eer 27 A025 27 Aa25M a e200 araProject: Project no: Author: Load effects (equilibrium not required) Name let 8 Check ‘Summary Name Analysis Plates Bots Welds Bucking Plates Name cmt cont owt ean et awit Pt STIFFta STIFFtb STIFFte STIFFId wiota woot Design data Materia! A872 Gr50 ‘Symbol explanation ¥ Member Fy [MP3] a7 387 “ar a7 a7 a7 a7 a7 387 a7 347 a7 a7 N vy (kN) he) 00 00 Value 100.0% 15<5.0% 89.0 < 100% 93.8 < 100% Not calculated Thickness Imm] Loads 100 Let 10.0 Let ao Let 100 Let 100 Let 60 Let 120 Let 100 Let 100 Let 100 Ler 100 Let 120 Let 120 Let [MP9] Plastic strain Contact stress Eq stress Yield svength Limit of plastic strain ve ey 210.0 Pay 160.7 209.5 ora 208.0 206.5 199.9 2074 178.4 175.2 165.0 164.6 1974 1370 ok ok oK ok Mx. [kN 3) 00 15 os 08 00 00 08 00 0.0 00 0.0 09 00 38.7 oo [[nJ=E) StatiCa® My Mz [kN [km] 250.0 Check status wwe oo sas oo oo oo oo oa oo oa oo oo oo oo Check status 0K ok 0K ok 0K 0k 0K 0K 0K 0k ok 0k 0K ra) 0.0 50Proeer (I=) StatiCa’ Projecto: Author: [%] 100% 6.00)Project: Project no: Author: « Equivalent stress, LET Bolts Shape Design data Grade 27 A325M-1 Item ais Bia 815. Bis 817 Bis B19 B20 Bat 222 823 24 B25. 826 Grade 27 Aa25M-1 27 A325M-1 27 A325M-1 27 A325M-1 27 A25M-1 27 A325M-1 27 A325M-1 27 A325M-1 27 A325M-1 27 A325M-1 27 A325M-1 27 Aa25M-1 27 A325M-1 27 Aa25M-1 Loads Let Let let Let let Let let Let Let Let Let Let Let Let Rn tension IKNT Fe ro) 160.41 150.1 188.1 1582 895 893 56 68 02 03 430 432, 129 129 V_— RavOpearing kN) 1 Mr 1450 154 1452 124 144 124 1344 143 1384 142 1384 285 1344 262 1384 168 1384 166 144 118 138.4 15 144 13 1452 4 1452 178 [T=] StatiCa® [MPa] 206.4 180 160 140 120 100 80 60 40 20 00 Uy Uty Utes Status mpd Pal 5 138 © - OK 865 142 - OK 890 11.6 - OK sao 17 = OK 504 134 - OK 503 133 - OK 31 248 - OK 32 268 © - OK 01 159 - OK 02 156 - OK 22 109 - OK 2a 108 + OK 73 108 — - OK 72 107 - OK Reshear te] 105.6Project: Project no: Author: ‘Symbol explanation v Ra serng ut Uty Ute Rrrension R0MShoor ‘Tension force Resultant of shear forces Wy, Vz in bolt Bol bearing resistance Usiization in tension Usiizaton in shear Utiization in tension and shear Bo tension resistance AISC 360-16 J3.6 Bot shear resistance AISC 360-16 J3.8 [[nJ=E) StatiCa®Project: Project no: ([[]==) StatiCa’ Author: Welds Pe ei Bat 6m aTR OR = 2000 LET 6A BOK e600 a7tuATO.ON—«200S 40 LE. «453492820. OK Pi Bent Som «ATTN IDR «200240 LET. «98S TSA OK fom a7tk ANON 200S 40 LEI. «40.8 525.758 OK Pi Bt EB ATTN AOR 2939 LET. «8D. 759. OK E800 a7tk ANON LE. «08.81.3753. OK Cott STIFEIa E6ox 457A BOR 21 AO LET. «48183. OK Eee ASTRO AOR 121A LE. «28.5 42.3675. OK wt STIFEta 60x 457A 80M 88D. LET 108895 UAAOK Fem STR ASR 379 AT LE. «B58 32.9. OK cit STIFFIa 60m = 45.7R 80M 21 0 LET. «48424052 OK Fee 457A BOR} 72 4904 177 OK Cont STIFEtD 60m 45TH BOM 210 LET. 429.750 OK Box aBTR BORA LEI. «—= 809418740. OK Cwi —STIFFIO 60m = 45TR BORAT LET. «12.3355 998 OK e600 457K AOR 38047 LE1. «= 14.2386 -36.0 OK cit STIFFID 60m 457A 812140 LE 70 407 172. OK cm 4ST BORA LE. «14.8424 95.4. OK Coit STIFFIc Eom 457A BOR 20 LET «042.2925 OK e800 ASTRO AOR 121A LE. «08.5 42214 OK wt STIFEtc 60x 457A BOR 88D. LET. OS ABD. OK Fem ABTA ABR 380A LEI. 20.1. 947579. OK ct STIFEIc 6am 45.7R BOR 121 40 LE 81 448 194 OK Foe 457A ABORT) LE «22.2285. OK cont STIFEtd 60m 45.7R BOR 21 0 LET «8422S OK e600 BTR BORA LEI. «88.8 422835. OK Cw STIFFId 60m 457A BOR 8807 LET. «195 4G SOA OK e600 BTR AOR 980A LEI. «== 201. KT 579. OK cat STIFFId 60m «457A BOR 20 LETS 422 (285 OK G00 STR aOR 1210 LEN 81 448 193. OK EPI widia, 6m aTTR aOR «10025 LET. 826 TOK E800 a7tRAIO.DR = 100—=S 25 LEI. «= 28.7928. —8B.0. OK Bilt Widtla Gx a7-1R MOOR. 200S2HCLET. «19882 75G OK Fem a7tRANODR. «20025 LE. «18.8 «262758. OK £1 With Gx | a7-1R OR Ss100=S 5 CLET.« HDT 781. OK Fem a7ARANODR 100.25 LE. «2882.8. THA. OK m1 wide 6mm arte 10020025 LET. «= 207A 750 OK E60m 47,7R41.0K 20025 LEN 208 274 750 OKProject: Project no: Author: ‘Symbol explanation Th & Buckling Throat thickness of weld Leg size of weld Length of weld Length of weld ecal element Force in wold critical element Weld resistance AISC 260-16 J2.4 tization Buckling analysis was not calculated Code settings Item Filion coeticient- concrete Friction cooffciontin slp-resistance Limit plastic strain Weld etess evaluation Detailing Distance between bolts (d} Distance between bolts and edge [4] Conerete breakout resistance check Base metal capacity chock at weld fusion face Cracked concrete Local deformation check Local deformation limit ‘Geometrical nonlinearity (GNA) Value Unit 40 : 0.30 : 0.05 : Plastic redistribution No 266 : 1.25 : None 003 : Yes [[nJ=E) StatiCa® Reference AcI349-B.6.1.4 AIS 360-16.13.8 AISC 960-16 -J9.3 AISC 360-16 13.4 AISC 360-16: 12-2 ‘ACI 318-14 - Chapter 17, CIDECT Da 1,3-1.4 Analysis with large deformations for hollow section joints