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1936 W 18th St Technical - Building
TECHNICAL Permit 655 Address C 3( 0 1\/ 8`H St Project description C JIY Co un (yl ad ce Fat; I� e)-(-a.l lr1; r Refotty^ cuta Date the permit was finaled Number of technical pages Pt 7 I 1 °I-7 DCI D'AMAT CO NVERSANO INC. Consulting Engineers PUD No. 9 3 6 A/15Th Clallam County PUD Maintenance Facility Metal Building Repair Calculations 9G 56 610 Market St. Suite 200 Kirkland, Washington 98033 5451 (206) 827 2238 FAX (206) 827 -8986 DCI Job 97065 EXPIRES 7/24/ r, o�ptars y s NpE 1ES' n t peseb� a g o tt‘c� d art O P tt�1 at S Yep l` o en en hng C ss�an e� data g the c e` o� data, °t a e i deti 64 1n TING l�� and o�scied °n thot 44s e IP n g 0 o nes D'AMATO CO sPe ns bey o�'` -�na deb_ �nB oPe�at�oCOdes d 1ng�o \d not a\\ By i 5��,�10N gp3lcl PPPco�at pate RECEIVED APR 0 9 1997 2722 Colby Avenue, Suite 717 Everett, Washington 98201 3527 (206) 252 -0454 FAX No. (206) 252 1699 DCI DAMATO CONVERSANO INC. Consulting Engineers Subject I0t7 tot-((o Po -IS I,0tn P 1 x1 4-y I f 95,= Pzo 2'L i 1 (0 x I z it, 4 2,4 NE r, Project C )ov3 S x 1.1) (.51= CZc/ R E-k 0 /9h r't ext57 h c3 b0 C 7 1-Ao S PSr 'DL Project No. By Sheet No. Date 3)&1q7 DCI DAMATO CONVERSANO INC. Consulting Engineers W t W R`p J �1 1 P NCB �S s 1 0,1 i >titoizi e31; r' 1 11 x 0 I 1(6(4`f I IA' r1/4W Y 4s I 13)o (51 P )13 /(0Sx l it/A I— lit 3 L Subject fU i 'io l'fI O Project C1,P PL)Q P 3 Project No. Sheet No. X7 By Z Date l or`r0 TO E Zo' c c Z7 PLF 2A2fc v600 PLF I Uo 17LF FRAME MA a 97065 -frame 4 snow +DL +wind; Last modified at 2:29:46 AM on Thu, Mar 6, 1997 Above each load are the magnitudes in kip, ib /ft, and kip -ft. Next to each support are reactions in kip and kip -ft. Positive reactions and deformations are to the right, upwards, and counter clockwise. RfX= 5 RfY= 12 FY =2.500 5 13 11 FY =2.500 22 1118 RfX= 10..552 RfY= 13.!;2 r Input Data FRAME MAC file 97065 -frame 4 snow +DL +wind Last modified at 2 29 46 AM on Thu Mar 6 1997 All coord and distances are in ft There are 49 nodes and 48 elements There are 143 degrees of freedom, the half bandwidth is 9 Node information Node Location Location Restraint Restraint Restraint Hinge No ft (X) ft (X) (Y) (FX) (FY) (MZ) 1 0 000 0 500 Yes Yes No Yes 2 75 180 0 500 Yes Yes No Yes 3 0 000 6 000 No No No No 4 75 180 6 000 No No No No 5 0 000 6 750 No No No No 6 75 180 6 750 No No No No 7 0 000 7 500 No No No No 8 75 180 7 500 No No No No 9 0 000 8 500 No No No No 10 75 180 8 500 No No No No 11 0 000 10 500 No No No No 12 75 180 10 500 No No No No 13 0 000 12 500 No No No No 14 75 180 12 500 No No No No 15 0 000 14 500 No No No No 16 75 180 14 500 No No No No 17 0 000 16 500 No No No No 18 75 180 16 500 No No No No 19 0 000 17 000 No No No No 20 75 180 17 000 No No No No 21 3 000 17 250 No No No No 22 72 180 17 250 No No No No 23 5 500 17 458 No No No No 24 69 680 17 458 No No No No 25 7 500 17 625 No No No No 26 67 680 17 625 No No No No 27 9 750 17 812 No No No No 28 65 430 17 812 No No No No 29 12 420 18 035 No No No No 30 62 760 18 035 No No No No 31 13 755 18 146 No No No No 32 61 425 18 146 No No No No 33 15 090 18 257 No No No No 34 60 090 18 257 No No No No 35 16 590 18 382 No No No No 36 58 590 18 382 No No No No 37 19 590 18 632 No No No No 38 55 590 18 632 No No No No 39 22 590 18 882 No No No No 40 52 590 18 882 No No No No 41 25 590 19 132 No No No No 42 49 590 19 132 No No No No 43 28 590 19 382 No No No No 44 46 590 19 382 No No No No 45 31 590 19 632 No No No No 46 43 590 19 632 No No No No 47 34 590 19 882 No No No No 48 40 590 19 882 No No No No 49 37 590 20 132 No No No No Element characteristics 4 From, To Length Section E Include Top is on Hinged at Nodes ft name ksi self wt top or left node(s) 1 3 5 500 S1 29000 000 Yes Yes 2 4 5 500 S1 29000 000 Yes Yes 3 5 0 750 S1A 29000 000 Yes Yes 4 6 0 750 S1A 29000 000 Yes Yes 5 7 0 750 S2 29000 000 Yes Yes 6 8 0 750 S2 29000 000 Yes Yes 7 9 1 000 S2A 29000 000 Yes Yes 8 10 1 000 S2A 29000 000 Yes Yes 9 11 2 000 S3 29000 000 Yes Yes 10 12 2 000 S3 29000 000 Yes Yes 11 13 2 000 S4 29000 000 Yes Yes 12 14 2 000 S4 29000 000 Yes Yes 13 15 2 000 S5 29000 000 Yes Yes 14 16 2 000 S5 29000 000 Yes Yes 15 17 2 000 S6 29000 000 Yes Yes 16 18 2 000 S6 29000 000 Yes Yes 17 19 0 500 S7 29000 000 Yes Yes 18 20 0 500 S7 29000 000 Yes Yes 19 21 3 010 S7 29000 000 Yes Yes 20 22 3 010 S7 29000 000 Yes Yes 21 23 2 509 S8 29000 000 Yes Yes 22 24 2 509 S8 29000 000 Yes Yes 23 25 2 007 S9 29000 000 Yes Yes 24 26 2 007 S9 29000 000 Yes Yes 25 27 2 258 S10 29000 000 Yes Yes 26 28 2 258 S10 29000 000 Yes Yes 27 29 2 679 Sil 29000 000 Yes Yes 28 30 2 679 Sli 29000 000 Yes Yes 29 31 1 340 S11A 29000 000 Yes Yes 30 32 1 340 S11A 29000 000 Yes Yes 31 33 1 340 S12A 29000 000 Yes Yes 32 34 1 340 S12A 29000 000 Yes Yes 33 35 1 505 S13A 29000 000 Yes Yes 34 36 1 505 S13A 29000 000 Yes Yes 35 37 3 010 S14A 29000 000 Yes Yes 36 38 3 010 S14A 29000 000 Yes Yes 37 39 3 010 S15A 29000 000 Yes Yes 38 40 3 010 S15A 29000 000 Yes Yes 39 41 3 010 S16A 29000 000 Yes Yes 40 42 3 010 S16A 29000 000 Yes Yes 41 43 3 010 S17A 29000 000 Yes Yes 42 44 3 010 S17A 29000 000 Yes Yes 43 45 3 010 S18A 29000 000 Yes Yes 44 46 3 010 S18A 29000 000 Yes Yes 45 47 3 010 S19A 29000 000 Yes Yes 46 48 3 010 S19A 29000 000 Yes Yes 47 49 3 010 S20A 29000 000 Yes Yes 48 49 3 010 S20A 29000 000 Yes Yes Element characteristics (continued) From To Area Depth Thickness Weight Weight Nodes in *2 in in lb /ft lb 1 3 7 00 11 50 0 30 23 82 131 01 2 4 7 00 11 50 0 30 23 82 131 01 3 5 7 82 12 75 0 30 26 57 19 93 4 6 7 82 12 75 0 30 26 57 19 93 5 7 8 00 14 00 0 30 27 21 20 41 6 8 8 00 14 00 0 30 27 21 20 41 7 9 9 00 16 25 0 30 30 60 30 60 8 10 9 00. 16 25 0 30 30 60 30 60 9 11 10 12 11 13 12 14 13 15 14 16 15 17 16 18 17 19 18 20 19 21 20 22 21 23 22 24 23 25 24 26 25 27 26 28 27 29 28 30 29 31 30 32 31 33 32 34 33,35 34 36 35 37 36 38 37 39 38 40 39 41 40 42 41 43 42 44 43 45 44 46 45 47 46 48 47 49 48 49 9 54 9 54 10 74 10 74 12 09 12 09 13 44 13 44 13 93 13 93 13 93 13 93 9 65 9 65 8 61 8 61 8 09 8 09 7 06 7 06 5 90 5 90 5 36 5 36 5 44 5 44 5 79 5 79 5 96 5 96 6 13 6 13 6 48 6 48 6 65 6 65 6 82 6 82 6 99 6 99 18 50 18 50 22 50 22 50 27 00 27 00 31 50 31 50 33 13 33 13 33 13 33 13 32 75 32 75 27 00 27 00 24 00 24 00 18 00 18 00 14 75 14 75 11 50 11 50 12 00 12 00 14 00 14 00 15 00 15 00 16 00 16 00 18 00 18 00 19 00 19 00 20 00 20 00 21 00 21 00 0 30 0 30 0 30 0 30 0 30 0 30 0 30 0 30 0 30 0 30 0 30 0 30 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 0 17 32 44 32 44 36 52 36 52 41 12 41 12 45 71 45 71 47 37 47 37 47 37 47 37 32 82 32 82 29 28 29 28 27 51 27 51 24 00 24 00 20 06 20 06 18 22 18 22 18 51 18 51 19 68 19 68 20 26 20 26 20 85 20 85 22 02 22 02 22 60 22 60 23 19 23 19 23 77 23 77 64 88 64 88 73 04 73 04 82 24 82 24 91 42 91 42 23 68 23 68 142 60 142 60 82 33 82 33 58 76 58 76 62 11 62 11 64 30 64 30 26 87 26 87 24 41 24 41 27 86 27 86 59 24 59 24 60 99 60 99 62 77 62 77 66 29 66 29 68 04 68 04 69 81 69 81 71 56 71 56 Element characteristics (continued) From, To Iz Sec mod Rad gyr N A -edge S T L Nodes in *4 in *3 in in 1 3 162 00 28 20 4 81 5 75 S 2 4 162 00 28 20 4 81 5 75 S 3 5 205 20 32 19 5 12 7 00 S 4 6 205 20 32 19 5 12 7 00 S 5 7 254 00 36 40 5 64 7 00 S 6 8 254 00 36 40 5 64 7 00 S 7 9 359 20 44 20 6 37 8 12 S 8 10 359 20 44 20 6 37 8 12 S 9 11 487 00 52 70 7 14 9 25 S 10 12 487 00 52 70 7 14 9 25 S 11 13 774 00 68 80 8 49 11 25 S 12 14 774 00 68 80 8 49 11 25 S 13 15 1201 00 89 00 9 97 13 50 S 14 16 1201 00 89 00 9 97 13 50 S 15 17 1750 00 111 10 11 41 15 75 S 16 18 1750 00 111 10 11 41 15 75 S 17 19 1982 00 119 70 11 93 16 57 S 18 20 1982 00 119 70 11 93 16 57 S 19 21 1982 00 119 70 11 93 16 57 S (,a 20 22 1982 00 119 70 11 93 16 57 S 7 21 23 1559 00 95 25 12 71 16 38 S 22 24 1559 00 95 25 12 71 16 38 S 23 25 986 00 73 10 10 70 13 50 S 24 26 986 00 73 10 10 70 13 50 S 25 27 752 80 62 70 9 65 12 00 S 26 28 752 80 62 70 9 65 12 00 S 27 29 392 60 43 60 7 46 9 00 S 28 30 392 60 43 60 7 46 9 00 S 29 31 221 90 30 09 6 13 7 38 S 30 32 221 90 30 09 6 13 7 38 S 31 33 128 00 22 26 4 89 5 75 S 32 34 128 00 22 26 4 89 5 75 S 33 35 140 70 23 44 5 08 6 00 S 34 36 140 70 23 44 5 08 6 00 S 35 37 198 20 28 31 5 85 7 00 S 36 38 198 20 28 31 5 85 7 00 S 37 39 231 30 30 83 6 23 7 50 S 38 40 231 30 30 83 6 23 7 50 S 39 41 267 30 33 41 6 60 8 00 S 40 42 267 30 33 41 6 60 8 00 S 41 43 348 70 38 74 7 34 9 00 S 42 44 348 70 38 74 7 34 9 00 S 43 45 394 20 41 49 7 70 9 50 S 44 46 394 20 41 49 7 70 9 50 S 45 47 443 00 44 30 8 06 .10 00 S 46 48 443 00 44 30 8 06 10 00 S 47 49 495 20 47 16 8 42 10 50 S 48 49 495 20 47 16 8 42 10 50 S Total frame weight 2970 32 lb Node loads (only those that are in applied groups are listed) Node Force or Group Magnitude Magnitude Magnitude No moment kip (FX) kip (FY) kip -ft (MZ) 19 Force Dead 1 0 000 0 300 19 Force Live 1 0 000 2 500 20 Force Dead 1 0 000 0 300 20 Force Live 1 0 000 2 500 Element loads (only those that are in applied groups are listed) From, To Group From 1st Dist Len MagX L MagY L MagX R MagY R Nodes ft kip -ft kip (FX) kip (FY) kip (FX) kip (FY) 1 3 2 4 3 5 4 6 5 7 6 8 7 9 8 10 9 11 10 12 11 13 12 14 13 15 14 16 15 17 15 17 16 18 16 18 17 19 Wind 1 0 000 Wind 1 0 000 Wind 1 0 000 Wind 1 0 000 Wind 1 0 000 Wind 1 0 000 Wind 1 0 000 Wind 1 0 000 Wind 1 0 000 Wind 1 0 000 Wind 1 0 000 Wind 1 0 000 Wind 1 0 000 Wind 1 0 000 Wind 1 0 000 Wind 1 0 500 Wind 1 0 000 Wind 1 0 500 Wind 1 0 000 5 500 5 500 0 750 0 750 0 750 0 750 1 000 1 000 2 000 2 000 2 000 2 000 2 000 2 000 0 500 1 500 0 500 1 500 0 500 278 000 278 000 260 000 260 000 260 000 260 000 260 000 260 000 278 000 278 000 278 000 278 000 278 000 278 000 278 000 292 000 278 000 292 000 292 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 278 000 278 000 260 000 260 000 260 000 260 000 260 000 260 000 278 000 278 000 278 000 278 000 278 000 278 000 278 000 292 000 278 000 292 000 292 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 18 20 Wind 1 0 000 0 500 292 000 0 000 292 000 0 000 19 21 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 20 22 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 21 23 Dead 1 2 070 0 000 0 300 21 23 Live 1 2 070 0 000 2 500 21 23 Wind 1 0 000 2 509 0 000 -260 000 0 000 -260 000 22 24 Dead 1 0 299 0 000 0 300 22 24 Live 1 0 299 0 000 2 500 22 24 Wind 1 0 000 2 509 0 000 -260 000 0 000 -260 000 23 25 Wind 1 0 000 2 007 0 000 -260 000 0 000 -260 000 24 26 Wind 1 0 000 2 007 0 000 -260 000 0 000 -260 000 25 27 Wind 1 0 000 2 258 0 000 -260 000 0 000 -260 000 26 28 Wind 1 0 000 2 258 0 000 -260 000 0 000 -260 000 27 29 Live 1 0 220 0 000 2 500 27 29 Dead 1 0 220 0 000 0 300 27 29 Wind 1 0 000 2 679 0 000 -260 000 0 000 -260 000 28 30 Dead 1 2 243 0 000 0 300 28 30 Live 1 2 243 0 000 2 500 28 30 Wind 1 0 000 2 679 0 000 -260 000 0 000 -260 000 29 31 Wind 1 0 000 1 340 0 000 -260 000 0 000 -260 000 30 32 Wind 1 0 000 1 340 0 000 -260 000 0 000 -260 000 31 33 Live 1 1 200 0 000 2 500 31 33 Dead 1 1 200 0 000 0 300 31 33 Wind 1 0 000 1 340 0 000 -260 000 0 000 -260 000 32 34 Wind 1 0 000 1 340 0 000 -260 000 0 000 -260 000 33 35 Wind 1 0 000 1 505 0 000 -260 000 0 000 -260 000 34 36 Dead 1 1 427 0 000 0 300 34 36 Live 1 1 427 0 000 2 500 34 36 Wind 1 0 000 1 505 0 000 -260 000 0 000 -260 000 35 37 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 36 38 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 37 39 Dead 1 0 422 0 000 0 300 37 39 Live 1 0 422 0 000 2 500 37 39 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 38 40 Dead 1 2 448 0 000 0 300 38 40 Live 1 2 448 0 000 2 500 38 40 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 39 41 Dead 1 2 412 0 000 0 300 39 41 Live 1 2 412 0 000 2 500 39 41 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 40 42 Dead 1 0 458 0 000 0 300 40 42 Live 1 0 458 0 000 2 500 40 42 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 41 43 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 42 44 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 43 45 Dead 1 1 391 0 000 0 300 43 45 Live 1 1 391 0 000 2 500 43,45 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 44 46 Dead 1 1 479 0 000 0 300 44 46 Live 1 1 479 0 000 2 500 44 46 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 45 47 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 46 48 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 47 49 Dead 1 0 370 0 000 0 300 47 49 Live 1 0 370 0 000 2 500 47 49 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 48 49 Dead 1 2 500 0 000 0 300 48 49 Live 1 2 500 0 000 2 500 48 49 Wind 1 0 000 3 010 0 000 -260 000 0 000 -260 000 General load factor 1 000 Load factors (suffix denotes whether the group is currently applied) Group Dead Live Wind Snow Misc 4 1 1 000Y 0 700Y 0 500Y 1 000N 1 000N 2 1 000Y 1 000Y 1 000Y 1 000Y '1 000Y 3 1 000Y 1 000Y 1 000Y 1 000Y 1 000Y 4 1 000Y 1 000Y 1 000Y 1 000Y 1 000Y 5 1 000Y 1 000Y 1 000Y 1 000Y 1 000Y Output Data FRAME MAC file 97065 -frame 4 snow +DL +wind Last modified at 2 29 46 AM on Thu Mar 6 1997 All coord and distances are in ft from the left (bot end of the element Support reactions (pos force is to right or up pos moment is ccw Node Reaction Reaction Reaction No kip (FX) kip (FY) kip -ft (MZ) 1 5 982 12 507 2 -10 552 13 456 Node deformations (positive is to right up or counterclockwise Node Deflection Deflection Rotation No inch (FX) inch (FY) radians (MZ) 1 0 000 0 000 0 002 2 0 000 0 000 -0 012 3 -0 063 -0 004 -0 001 4 0 680 -0 004 -0 007 5 -0 052 -0 005 -0 002 6 0 739 -0 005 -0 006 7 -0 034 -0 005 -0 002 8 0 789 -0 005 -0 005 9 -0 003 -0 006 -0 003 10 0 844 -0 006 -0 004 11 0 082 -0 007 -0 004 12 0 919 -0 007 -0 002 13 0 193 -0 008 -0 005 14 0 956 -0 008 -0 001 15 0 325 -0 008 -0 006 16 0 963 -0 009 0 000 17 0 473 -0 009 -0 006 18 0 949 -0 010 0 001 19 0 512 -0 009 -0 007 20 0 942 -0 010 0 001 21 0 532 -0 262 -0 007 22 0 937 -0 074 0 002 23 0 550 -0 493 -0 008 24 0 932 -0 156 0 003 25 0 566 -0 693 -0 009 26 0 925 -0 243 0 004 27 0 585 -0 934 -0 009 28 0 916 -0 369 0 005 29 0 610 -1 244 -0 010 30 0 901 -0 563 0 007 31 0 622 -1 408 -0 010 32 0 892 -0 682 0 008 33 0 636 -1 576 -0 011 34 0 881 -0 821 0 009 35 0 650 -1 763 -0 010 36 0 868 -0 998 0 010 37 0 678 -2 115 -0 009 38 0 838 -1 375 0 011 39 0 700 -2 411 -0 007 40 0 809 -1 743 0 010 41 0 717 -2 634 -0 005 42 0 784 -2 071 0 008 43 0 728 -2 783 -0 003 44 0 762 -2 345 0 007 45 0 733 -2 861 -0 001 46 0 746 -2 563 0 005 0 47 0 732 -2 873 0 001 48 0 734 -2 722 0 004 49 0 727 -2 825 0 002 Maximum tension and tensile stress values (compression is negative) From To Maximum Minimum Max abs Maximum Minimum Max abs Node tension tension tension ten str ten str stress kip kip kip ksi ksi ksi 1 3 0 000 -12 507 -12 507 0 000 -1 787 -1 787 2 4 0 000 -13 456 -13 456 0 000 -1 922 -1 922 3 5 0 000 -12 376 -12 376 0 000 -1 583 -1 583 4 6 0 000 -13 325 -13 325 0 000 -1 704 -1 704 5 7 0 000 -12 356 -12 356 0 000 -1 545 -1 545 6 8 0 000 -13 305 -13 305 0 000 -1 663 -1 663 7 9 0 000 -12 336 -12 336 0 000 -1 371 -1 371 8 10 0 000 -13 284 -13 284 0 000 -1 476 -1 476 9 11 0 000 -12 305 -12 305 0 000 -1 290 -1 290 10 12 0 000 -13 254 -13 254 0 000 -1 389 -1 389 11 13 0 000 -12 240 -12 240 0 000 -1 140 -1 140 12 14 0 000 -13 189 -13 189 0 000 -1 228 -1 228 13 15 0 000 -12 167 -12 167 0 000 -1 006 -1 006 14 16 0 000 -13 116 -13 116 0 000 -1 085 -1 085 15 17 0 000 -12 085 -12 085 0 000 -0 899 -0 899 16 18 0 000 -13 034 -13 034 0 000 -0 970 -0 970 17 19 0 000 -11 994 -11 994 0 000 -0 861 -0 861 18 20 0 000 -12 942 -12 942 0 000 -0 929 -0 929 19 21 0 000 -9 083 -9 083 0 000 -0 652 -0 652 20 22 0 000 -9 162 -9 162 0 000 -0 658 -0 658 21 23 0 000 -9 100 -9 100 0 000 -0 943 -0 943 22 24 0 000 -9 180 -9 180 0 000 -0 951 -0 951 23 25 0 000 -8 950 -8 950 0 000 -1 039 -1 039 24 26 0 000 -9 029 -9 029 0 000 -1 049 -1 049 25 27 0 000 -8 969 -8 969 0 000 -1 109 -1 109 26 28 0 000 -9 048 -9 048 0 000 -1 118 -1 118 27 29 0 000 -8 971 -8 971 0 000 -1 271 -1 271 28 30 0 000 -9 052 -9 052 0 000 -1 282 -1 282 29 31 0 000 -8 835 -8 835 0 000 -1 497 -1 497 30 32 0 000 -8 914 -8 914 0 000 -1 511 -1 511 31 33 0 000 -8 846 -8 846 0 000 -1 650 -1 650 32 34 0 000 -8 926 -8 926 0 000 -1 665 -1 665 33 35 0 000 -8 691 -8 691 0 000 -1 598 -1 598 34 36 0 000 -8 927 -8 927 0 000 -1 641 -1 641 35 37 .0 000 -8 719 -8 719 0 000 -1 506 -1 506 36 38 0 000 -8 797 -8 797 0 000 -1 519 -1 519 37 39 0 000 -8 722 -8 722 0 000 -1 463 -1 463 38 40 0 000 -8 802 -8 802 0 000 -1 477 -1 477 39 41 0 000 -8 598 -8 598 0 000 -1 403 -1 403 40 42 0 000 -8 678 -8 678 0 000 -1 416 -1 416 41 43 0 000 -8 460 -8 460 0 000 -1 306 -1 306 42 44 0 000 -8 539 -8 539 0 000 -1 318 -1 318 43 45 0 000 -8 472 -8 472 0 000 -1 274 -1 274 44 46 0 000 -8 552 -8 552 0 000 -1 286 -1.286 45 47 0 000 -8 343 -8 343 0 000 -1 223 -1 223 46 48 0 000 -8 422 -8 422 0 000 -1 235 -1 235 47 49 0 000 -8 346 -8 346 0 000 -1 194 -1 194 48 49 0 000 -8 426 -8 426 0 000 -1 205 -1 205 Maximum shear and shear stress values From To Maximum Minimum Max abs Maximum Minimum Max abs Node shear shear shear shr str shr str stress kip kip kip ksi ksi ksi 1 3 0 000 -6 747 -6 747 0 000 -1 956 -1 956 2 4 10 552 0 000 10 552 3 059 0 000 3 059 3 5 0 000 -6 844 -6 844 0 000 -1 789 -1 789 4 6 9 788 0 000 9 788 2 559 0 000 2 559 5 7 0 000 -6 942 -6 942 0 000 -1 653 -1 653 6 8 9 690 0 000 9 690 2 307 0 000 2 307 7 9 0 000 -7 072 -7 072 0 000 -1 451 -1 451 8 10 9 593 0 000 9 593 1 968 0 000 1 968 9 11 0 000 -7 350 -7 350 0 000 -1 324 -1 324 10 12 9 463 0 000 9 463 1 705 0 000 1 705 11 13 0 000 -7 628 -7 628 0 000 -1 130 -1 130 12 14 9 185 0 000 9 185 1 361 0 000 1 361 13 15 0 000 -7 906 -7 906 0 000 -0 976 -0 976 14 16 8 907 0 000 8 907 1 100 0 000 1 100 15 17 0 000 -8 194 -8 194 0 000 -0 867 -0 867 16 18 8 629 0 000 8 629 0 913 0 000 0 913 17 19 0 000 -8 267 -8 267 0 000 -0 832 -0 832 18 20 8 340 0 000 8 340 0 839 0 000 0 839 19 21 9 447 0 000 9 447 0 951 0 000 0 951 20 22 0 000 -10 392 -10 392 0 000 -1 046 -1 046 21 23 9 648 0 000 9 648 1 733 0 000 1 733 22 24 0 000 -10 606 -10 606 0 000 -1 905 -1 905 23 25 7 849 0 000 7 849 1 710 0 000 1 710 24 26 0 000 -8 794 -8 794 0 000 -1 916 -1 916 25 27 8 079 0 000 8 079 1 980 0 000 1 980 26 28 0 000 -9 024 -9 024 0 000 -2 212 -2 212 8 102 2 648 0 000 D v`N 28 30 0 000 -9 07 -9 071 0 000 -2 964 -2 964 k' 0 29 31 6 466 0 000 6 466 2 579 0 000 2 579 30 32 0 000 -7 411 -7 411 0 000 -2 956 -2 956 31 33 6 600 0 000 6 600 3 376 0 000 3 376 32 34 0 000 -7 560 -7 560 0 000 -3 867 -3 867 33 35 4 740 0 000 4 740 2 323 0 000 2 323 34 36 0 000 -7 569 -7 569 0 000 -3 710 -3 710 35 37 5 071 0 000 5 071 2 130 0 000 2 130 36 38 0 000 -6 016 -6 016 0 000 -2 528 -2 528 37 39 5 117 0 000 5 117 2 007 0 000 2 007 38 40 0 000 -6 077 -6 077 0 000 -2 383 -2 383 39 41 3 619 0 000 3 619 1 331 0 000 1 331 40 42 0 000 -4 580 -4 580 0 000 -1 684 -1 684 41 43 1 965 0 000 1 965 0 642 0 000 0 642 42 44 0 000 -2 911 -2 911 0 000 -0 951 -0 951 43 45 2 114 0 000 2 114 0 655 0 000 0 655 44 46 0 000 -3 074 -3 074 0 000 -0 952 -0 952 45 47 0 565 0 000 0 565 0 166 0 000 0 166 46 48 0 000 -1 510 -1 510 0.000 -0 444 -0 444 47 49 0 604 -1 439 -1 439 0 169 -0 403 -0 403 48 49 0 479 -1 564 -1 564 0 134 -0 438 -0 438 Maximum moment and bending stress values From To Maximum Minimum Max abs Maximum Minimum Max abs Node moment moment moment ben str ben str stress kip -ft kip -ft kip -ft ksi ksi ksi 1 3 0 000 -35 005 -35 005 0 000 -14 896 -14 896 2 4 55 936 0 000 55 936 23 802 0 000 23 802 3 5 0 000 -40 102 -40 102 0 000 -14 950 -14 950 4 6 63 240 0 000 63 240 23 575 0 000 23 575 5 7 0 000 -45 272 -45 272 0 000 -14 925 -14 925. 6 8 70 471 0 000 70 471 23 232 0 000 23 232 7 9 0 000 -52 279 -52 279 0 000 -14 193 -14 193 8 10 79 999 0 000 79 999 21 719 0 000 21 719 9 11 0 000 -66 701 -66 701 0 000 -15 188 -15 188 10 12 98 647 0 000 98 647 22 462 0 000 22 462 11 13 0 000 -81 678 -81 678 0 000 -14 246 -14 246 12 14 116 739 0 000 116 739 20 361 0 000 20 361 13 15 0 000 -97 212 -97 212 0 000 -13 107 -13 107 14 16 134 274 0 000 134 274 18 104 0 000 18 104 15 17 0 000 -113 310 =113 310 0 000 -12 239 -12 239 16 18 151 246 0 000 151 246 16 336 0 000 16 336 17 19 0 000 -117 425 -117 425 0 000 -11 772 -11 772 18 20 155 398 0 000 155 398 15 579 0 000 15 579 19 21 0 000 -117 425 -117 425 0 000 -11 772 -11 772 20 22 0 000 -155 398 -155 398 0 000 -15 579 -15 579 21 23 0 000 -89 359 -89 359 0 000 -11 258 -11 258 22 24 0 000 -124 486 -124 486 0 000 -15 683 -15 683 23 25 0 000 -66 251 -66 251 0 000 -10 876 -10 876 24 26 0 000 -98 721 -98 721 0 000 -16 206 -16 206 25 27 0 000 -50 702 -50 702 0 000 -9 704 -9 704 26 28 0 000 -81 274 -81 274 0 000 -15 555 -15 555 27 29 0 000 -32 721 -32 721 0 000 -9 006 -9 006 28 30 0 000 -61 160 -61 160 0 000 -16 833 -16 833 29 31 0 000 -15 719 -15 719 0 000 -6 269 -6 269 30 32 0 000 -41 183 -41 183 0 000 -16 424 -16 424 31 33 1 321 -7 156 -7 156 0 712 -3 857 -3 857 32 34 0 000 -31 353 -31 353 0 000 -16 902 -16 902 33 35 8 329 0 000 8 329 4 264 0 000 4 264 34 36 0 000 -21 325 -21 325 0 000 -10 917 -10 917 35 37 23 096 0 000 23 096 9 790 0 000 9 790 36 38 4 877 -12 735 -12 735 2 067 -5 398 -5 398 37 39 33 568 0 000 33 568 13 066 0 000 13 066 38 40 18 481 0 000 18 481 7 193 0 000 7 193 39 41 42 943 0 000 42 943 15 424 0 000 15 424 40 42 30 989 0 000 30 989 11 130 0 000 11 130 41 43 48 372 0 000 48 372 14 984 0 000 14 984 42 44 39 263 0 000 39 263 12 162 0 000 12 162 43 45 51 465 0 000 51 465 14 885 0 000 14 885 44 46 45 488 0 000 45 488 13 156 0 000 13 156 45 47 52 684 0 000 52 684 14 271 0 000 14 271 46 48 49 552 0 000 49 552 13 423 0 000 13 423 47 49 52 900 0 000 52 900 13 461 0 000 13 461 48 49 50 337 0 000 50 337 12 808 0 000 12 808 1, Dbs o loo Output Data FRAME MAC file 97065 -frame 4 snow +DL +wind Last modified at 2 29 46 AM on Thu Mar 6 1997 All coord and distances are in ft from the left (bot end of the element Support reactions (pos force is to right or up pos moment is ccw Node Reaction Reaction Reaction No kip (FX) kip (FY) kip -ft (MZ) 1 2 10 094 -14 664 1 0 000 2 0 000 3 -0 248 4 0 864 O 5 -0 248 ,�)1r! 6 0 936 ti 7 -0 239 8 0 994 9 -0 213 10 1 054 11 -0 126 12 1 127 13 0 004 14 1 146 15 0 166 16 1 122 17 0 354 18 1 067 19 0 405 20 1 049 21 0 431 22 1 038 23 0 456 24 1 026 25 0 477 26 1 014 27 0 503 28 0 998 29 0 537 30 0 973 31 0 555 32 0 959 33 0 574 34 0 942 35 0 596 36 0 922 37 0 638 38 0 878 39 0 673 40 0 836 41 0 701 42 0 800 43 0 719 44 0 771 45 0 730 46 0 749 18 519 19 444 Node deformations (positive is to right up or counterclockwise Node Deflection Deflection No inch (FX) inch (FY) 0 000 0 000 0 006 0 006 -0 007 0 007 0 007 0 008 0 008 0 009 0 010 0 010 0 011 -0 012 0 013 -0 013 0 014 0 014 0 014 0 015 0 345 0 157 0 654 0 317 0 925 -0 476 -1 257 0 692 1 692 1 012 1 927 1 201 -2 171 -1 417 2 449 1 684 2 983 2 243 3 443 -2 776 -3 804 -3 241 -4 057 3 620 4 209 3 911 Rotation radians (MZ) 0 005 0 015 0 001 0 009 0 001 -0 007 -0 002 0 006 0 003 0 004 -0 005 0 002 0 006 0 000 0 007 0 002 -0 008 0 003 0 009 0 003 0 010 0 005 0 011 0 006 0 012 0 007 b 013 0 009 0 014 0 011 -0 015 0 013 0 015 0 014 0 015 0 015 -0 014 0 015 0 011 0 014 0 008 0 012 0 006 0 009 0 003 0 007 47 0 732 -4 264 -0 000 48 0 734 -4 113 0 004 49 0 727 -4 230 0 002 Maximum shear and shear From, To Maximum Node shear kip 1 3 2 4 3 5 4 6 5 7 6 8 7 9 8 10 9 11 10 12 11 13 12 14 13 15 14 16 15 17 16 18 17 19 18 20 19 21 20 22 21 23 22 24 23 25 24 26 25 27 26 28 27 29 28 30 29 31 30 32 31 33 32 34 33 35 34 36 35 37 36 38 37 39 38 40 39 41 40 42 41 43 42 44 43 45 44 46 45 47 46 48 47 48 From, To Maximum Minimum Node moment moment kip -ft kip -ft stress values Minimum Max abs shear shear kip kip 0 000 -10 858 -10 858 14 664 0 000 14 664 0 000 -10 956 -10 956 13 899 0 000 13 899 0 000 -11 053 -11 053 13 802 0 000 13 802 0 000 -11 183 -11 183 13 704 0 000 13 704 0 000 -11 461 -11 461 13 574 0 000 13 574 0 000 -11 739 -11 739 13 296 0 000 13 296 0 000 -12 017 -12 017 13 018 0 000 13 018 0 000 -12 306 -12 306 12 740 0 000 12 740 0 000 -12 379 -12 379 12 452 0 000 12 452 14 349 0 000 14 349 0 000 -15 272 -15 272 14 549 0 000 14 549 0 000 -15 486 -15 486 12 003 0 000 12 003 0 000 -12 926 -12 926 12 233 0 000 12 233 0 000 -13 156 -13 156 12 257 0 000 12 257 0 000 -13 202 -13 202 9 873 0 000 9 873 0 000 -10 796 -10 796 10 007 0 000 10 007 0 000 -10 945 -10 945 7 399 0 000 7 399 0 000 -10 954 -10 954 7 730 0 000 7 730 0 000 -8 653 -8 653 7 776 0 000 7 776 0 000 -8 714 -8 714 5 531 0 000 5 531 0 000 -6 469 -6 469 3 130 0 000 3 130 0 000 -4 053 -4 053 3 279 0 000 3 279 0 000 -4 217 -4 217 0 982 0 000 0 982 0 000 -1 905 -1 905 49 1 021 -1 769 -1 769 49 0 831 -1 959 -1 959 Maximum moment and bending stress values Max abs moment kip -ft 1 3 0 000 -57 617 -57 617 Maximum shr str ksi 0 000 4 250 0 000 3 634 0 000 3 286 0 000 2 811 0 000 2 446 0 000 1.970 0 000 1 607 0 000 1 348 0 000 1 253 1 444 0 000 2 613 0 000 2 615 0 000 2 998 0 000 4 005 0 000 3 937 0 000 5 118 0 000 3 627 0 000 3 248 0 000 3 049 0 000 2 034 0 000 1 023 0 000 1 015 0 000 0 289 0 000 0 286 0 233 Maximum ben str ksi Minimum shr str ksi -3 147 0 000 -2 864 0 000 -2 632 0 000 -2 294 o 000 -2 065 0 000 -1 739 0 000 -1 484 0 000 -1 302 0 000 -1 245 0 000 0 000 -1 537 0 000 -2 781 0 000 -2 816 0 000 -3 225 0 000 -4 314 0 000 -4 305 0 000 -5 598 0 000 -5 369 0 000 -3 636 0 000 -3 417 0 000 -.2 378 0 000 -1 324 0 000 -1 305 0 000 -0 560 -0 495 -0 549 Max abs stress ksi 3 147 4 250 2 864 3 634 2 632 3 286 -2 294 2 811 2 065 2 446 -1 739 1 970 1 484 1 607 -1 302 1 348 -1 245 1 253 1 444 1 537 2 613 2 781 2 615 2 816 2 998 3 225 4 005 4 314 3 937 4 305 5 118 -5 598 3 627 -5 369 3 248 3 636 3 049 3 417 2 034 -2 378 1 023 1 324 1 015 1 305 0 289 0 560 -0 495 0 549 Minimum Max abs ben str stress ksi ksi 0 000 -24 518 -24 518 o r %ci ti/1 1 4- 1 6 SOE 6T 000 0 SOE 6I 698 SL 000 0 698 SL 6V 8P SS6 61 000 0 SS6 6T £Zip 8L 000 0 £Z' 8L 66 Lip V8Z OZ 000 0 '8Z OZ £88 VL 000 0 £88 6L 8TH 9' EtI TZ 000 0 £fI 1Z ZSO 8L 000 0 ZSO 8L Li7 S6 6EI OZ 000 0 6EI OZ 1E9 69 000 0 TE9 69 96 VV 6S8 TZ 000 0 6S8 1Z LLS SL 000 0 LLS SL Sig E6 816 8T 000 0 816 8T ELO I9 000 0 £LO 19 6V Zfi T6L 1Z 000 0 TlL 1Z 681 OL 000 0 68T OL EP Tip 6ZL LT 000 0 6ZL LT 09E 6i' 000 0 09E 66 Zip OV T00 ZZ 000 0 T00 ZZ 6SZ T9 000 0 VSZ 19 TV 6£ i'9Z Z1 000 0 f'9Z Z1 LOS IE 000 0 LOS IE OP 8E 931 81 000 0 9Z1 8T OLS 9V 000 0 OLS 96 6E LE IE8 S- 1E8 S- 666 V 95L £T 9SL ET V6L IT 8E 9E LZL Z1 000 0 LZL Z1 930 OE 000 0 9Z0 OE LE SE Z0S £T- ZOS £T- 000 0 fi'LE 9Z- TiLE 9Z- 000 0 9E PE EIL TZ6 1- EIL 6SZ L 8SL TSZ L SE EE 890 ZZ 890 ZZ- 000 0 9E6 06- 9E6 06- 000 0 6E ZE 666 8- 666 8 000 0 V69 91 V69 9T 000 0 £E TE VSO ZZ TiS0 ZZ 000 0 OOE SS 00£ SS 000 0 ZE OE £68 TT £68 TT 000 0 ZZ8 6Z- ZZ8 6Z 000 0 IE 6Z TOE £Z TOE £Z- 000 0 699 Ti8 699 V8- 000 0 OE 8Z STT 5T ST6 ST- 000 0 S1T 9S ST1 9S 000 0 6Z LZ 068 TZ OT8 1Z 000 0 UT 61I- £11 6TT 000 0 8Z 9Z 9L6 ST 9L6 ST 000 0 9L6 £8 9Lfi £8 000 0 LZ SZ 8S6 ZZ- 8S6 ZZ- 000 0 ZS8 6E1- Z58 6E1 000 0 9Z TZ SZ9 LT SZ9 LT- 000 0 £9E LOT- E9£ LOT 000 0 SZ £Z 6LE ZZ 6LE ZZ- 000 0 VE9 LLT- VE9 LLT 000 0 6Z ZZ Si6 LT- ST6 LT 000 0 6Ei ZVI- 6EV ZV1- 000 0 £Z TZ 6LE ZZ 6LE ZZ- 000 0 TEZ £ZZ- TEZ £ZZ 000 0 ZZ OZ ELS 8T- ELS 8T- 000 0 T9Z 581- 19Z 581 000 0 1Z 6T 6LE ZZ 000 0 6LE ZZ 6EZ £ZZ 000 0 TEZ £ZZ OZ 81 ELS 8T ELS 8T- 000 0 19Z S8T- 19Z 581 000 0 6T LT ITi £Z 000 0 TtV £Z LZO L1Z 000 0 LZO L1Z 8T 9T 66E 61- TiVE 61- 000 0 060 6LT- 060 6LT 000 0 LT ST S98 SZ 000 0 S98 SZ ZE8 16T 000 0 ZE8 161 9T VT 898 OZ- 898 OZ 000 0 OLL PST- OLL 6ST- 000 0 ST ET 996 8Z 000 0 996 8Z TLO 99T 000 0 6L0 991 VT 61 1S8 ZZ- 1S8 ZZ- 000 0 610 TET- TIO TET 000 0 ET TT TZ8 IE 000 0 $Z8 TE 09L 6ET 000 0 09L 6E1 Z1 O1 OSS TZ- OSS TZ- 000 0 £18 LOT- £T8 LOT 000 0 TT 6 669 OE 000 0 6Ti9 OE 688 Z11 000 0 688 ZT1 OT 8 £ZI £Z £Z1 £Z- 000 0 691 S8- 691 S8- 000 0 6 L OZL ZE 000 0 OZL ZE OSZ 66 000 0 OSZ 66 8 9 ZIP TZ ZITS TZ- 000 0 ISO TL- ISO 6L- 000 0 L S VS' LE 000 0 TSI £E SE6 88 000 0 SE6 88 9 V 8ZS TZ- 8ZS TZ- 000 0 86L S9- 86L S9- 000 0 S SZTi EE 000 0 SZi EE 8TiS 8L 000 0 8TiS 8L Ti Z Output Data FRAME MAC file 97065 -frame 4 snow +DL +wind Last modified at 2 29 46 AM on Thu Mar 6 1997 All coord and distances are in ft from the left (bot end of the element Support reactions (pos force is to right or up pos moment is ccw Node Reaction Reaction Reaction No kip (FX) kip (FY) kip -ft (MZ) 1 -2 635 3 091 2 -6 505 5 065 Node deformations (positive is to right up or counterclockwise Node Deflection Deflection No inch (FX) inch (FY) Rotation radians (MZ) 1 0 000 0 000 -0 008 2 0 000 0 000 -0 012 3 0 529 -0 001 -0 007 4 0 703 -0 002 -0 009 5 0 595 -0 001 -0 007 6 0 780 -0 002 -0 008 \f 7 0 659 -0 001 -0 007 8 0 852 -0 002 -0 008 9 0 742 -0 001 -0 007 0/3`1,1,9 10 0 940 -0 002 -0 007 11 0 904 -0 002 -0 007 12 1 100 -0 003 -0 006 13 1 060 -0 002 -0 006 14 1 239 -0 003 -0 005 15 1 214 -0 002 -0 006 16 1 363 -0 003 -0 005 17 1 366 -0 002 -0 006 18 1 477 -0 004 -0 005 19 1 403 -0 002 -0 006 20 1 504 -0 004 -0 004 21 1 422 -0 228 -0 006 22 1 517 0 148 -0 004 23 1 437 -0 414 -0 006 24 1 527 0 260 -0 004 25 1 449 -0 560 -0 006 26 1 534 0 339 -0 003 27 1 462 -0 719 -0 006 28 1 540 0 412 -0 002 29 1 476 -0 894 -0 005 30 1 545 0 469 -0 001 31 1 483 -0 972 -0 005 32 1 546 0 480 -0 000 33 1 488 -1 037 -0 004 34 1 546 0 473 0 001 35 1 492 -1 091 -0 002 36 1 543 0 442 0 002 37 1 497 -1 151 -0 001 38 1 535 0 331 0 004 39 1 497 -1 157 0 001 40 1 523 0 181 0 005 41 1 493 -1 118 0 002 42 1 509 0 012 0 005 43 1 487 -1 041 0 003 44 1 495 -0 165 0 005 45 1 477 -0 936 0 003 46 1 480 -0 339 0 005 i (o 47 48 49 i 466 1 467 1 454 Maximum shear and shear stress values From To Maximum Minimum Max abs Node shear shear shear kip kip kip 1 3 2 635 0 000 2 635 2 4 6 505 0 000 6 505 3 5 1 106 0 000 1 106 4 6 4 976 0 000 4 976 5 7 0 911 0 000 0 911 6 8 4 781 0 000 4 781 7 9 0 716 0 000 0 716 8 10 4 586 0 000 4 586 9 11 0 456 -0 100 0 456 10 12 4 326 0 000 4 326 11 13 0 000 -0 656 -0 656 12 14 3 770 0 000 3 770 13 15 0 000 -1 212 -1 212 14 16 3 214 0 000 3 214 15 17 0 000 -1 789 -1 789 1618 2 658 0 000 2 658 17 19 0 000 -1 935 -1 935 18 20 2 081 0 000 2 081 19 21 1 478 0 000 1 478 20 22 0 000 -3 444 -3 444 21 23 1 946 0 000 1 946 22 24 0 000 -3 945 -3 945 23 25 0962 0 000 0 962 24,26. 0 000 -2 929 -2 929 25,27 1 485 0 000 1 485 26 28 0 000 -3 452 -3 452 27 29 1 537 -0 008 1 537 28 30 0 000 -3 555 -3 555 29 31 0 891 0 000 0 891 30 32 0 000 -2 858 -2 858 31 33 1 180 -0 364 1 180 32 34 0 000 -3 181 -3 181 33 35 0 032 -0 331 -0 331 34 36 0 000 -3 200 -3 200 35 37 0 753 0 000 0 753 36 38 0 000 -2 719 -2 719 37 39 0 853 -0 691 0 853 38 40 0 000 -2 854 -2 854 39 41 0 502 -1 043 -1 043 40 42 0 000 -2 502 -2 502 41 43 0 000 -0 900 -0 900 42 44 0 000 -1 781 -1 781 43 45 0 143 -1 402 -1 402 44 46 0 000 -2 143 -2 143 45 47 0 000 -1 019 -1 019 46 48 0 000 -1 659 -1 659 47 49 0 000 -1 766 -1 766 48 49 0 000 -1 779 -1 779 Maximum shr str ksi 0 764 1 886 0 289 1 301 0 217 1 138 0 147 0 941 0 082 0 779 0 000 0 559 0 000 0 397 0 000 0 281 0 000 0 209 0 149 0 000 0 350 0 000 0 210 0 000 0 364 0 000 0 502 0 000 0 355 0 000 0 604 0 000 0 015 0 000 0 316 0 000 0 335 0 000 0 185 0 000 0 000 0 000 0 044 0 000 0 000 0 000 0 000 0 000 0 809 -0 507 0 664 Minimum shr str ksi 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 018 0 000 -0 097 0 000 0 150 0 000 0 189 0 000 0 195 0 000 0 000 0 347 0 000 0 709 0 000 -0 638 0 000 0 846 0 002 -1 162 0 000 1 140 0 186 -1 627 0 162 1 568 0 000 1 143 0 271 1 119 0 383 0 920 0 294 0 582 0 434 -0 663 -0 300 -0 488 0 495 0 498 Max abs stress ksi 0 764 1 886 0 289 1 301 0 217 1 138 0 147 0 941 0 082 0 779 0 097 0 559 -0 150 0 397 0 189 0 281 0 195 0 209 0 149 0 347 0 350 0 709 0 210 0 638 0 364 -0 846 0 502 -1 162 0 355 -1 140 0 604 -1 627 -0 162 -1 568 0 316 -1 143 0 335 -1 119 -0 383 -0 920 -0 294 -0 582 -0 434 -0 663 -0 300 -0 488 -0 495 -0 498 Maximum moment and bending stress values From, To Maximum Minimum Max abs Maximum Minimum Max abs Node moment moment moment ben str ben str stress kip -ft kip -ft kip -ft ksi ksi ksi 1 3 10 287 0 000 10 287 4 377 0 000 4 377 7 0 004 0 005 0 004 2 4 31 573 0 000 31 573 13 436 0 000 13 436 3 5 11 043 0 000 11 043 4 117 0 000 4 117 4 6 35 232 0 000 35 232 13 134 0 000 13 134 5 7 11 653 0 000 11 653 3 842 0 000 3 842 6 8 38 745 0 000 38 745 12 773 0 000 .12 773 7 9 12 239 0 000 12 239 3 323 0 000 3 323 8 10 43 201 0 000 43 201 11 729 0 000 11 729 9 11 12 613 0 000 12 613 2 872 0 000 2 872 10 12 51 298 0 000 51 298 11 681 0 000 11 681 11 13 12 595 0 000 12 595 2 197 0 000 2 197 12 14 58 282 0 000 58 282 10 165 0 000 10 165 13 15 11 839 0 000 11 839 1 596 °0 000 1 596 14 16 64 154 0 000 64 154 8 650 0 000 8 650 15 17 9 970 0 000 9 970 1 077 0 000 1 077 16 18 68 899 0 000 68 899 7 442 0 000 7 442 17 19 6 974 0 000 6 974 0 699 0 000 0 699 18 20 69 903 0 000 69 903 7 008 0 000 7 008 19 21 9 531 0 000 9 531 0 956 0 000 0 956 20 22 0 000 -69 903 -69 903 0 000 -7 008 -7 008 21 23 13 272 0 000 13 272 1 672 0 000 1 672 22 24 0 000 -60 494 -60 494 0 000 -7 621 -7 621 23 25 14 740 0 000 14 740 2 420 0 000 2 420 24 26 0 000 -51 602 -51 602 0 000 -8 471 -8 471 25 27 17 503 0 000 17 503 3 350 0 000 3 350 26 28 0 000 -46 186 -46 186 0 000 -8 839 -8 839 27 29 18 529 0 000 18 529 5 100 0 000 5 100 28 30 0 000 -38 982 -38 982 0 000 -10 729 -10 729 29 31 19 508 0 000 19 508 7 780 0 000 7 780 30 32 0 000 -32 353 -32 353 0 000 -12 902 -12 902 31 33 20 751 0 000 20 751 11 186 0 000 11 186 32 34 0 000 -28 739 28'739 0 000 -15 492 -15 492 33 35 20 702 0 000 20 702 10 598 0 000 10 598 34 36 0 000 -24 694 -24 694 0 000 -12 642 -12 642 35 37 21 657 0 000 21 657 9 180 0 000 9 180 36 38 0 000 -21 838 -21 838 0 000 -9 257 -9 257 37 39 21 996 0 000 21 996 8 562 0 000 8 562 38 40 0 000 -14 736 -14 736 0 000 -5 736 -5 736 39 41 21 524 0 000 21 524 7 731 0 000 7 731 40 42 0 000 -9 249 -9 249 0 000 -3 322 -3 322 41 43 20 943 0 000 20 943 6 487 0 000 6 487 42 44 1 111 -3 175 -3 175 0 344 -0 984 -0 984 43 45 19 308 0 000 19 308 5 584 0 000 5 584 44 46 5 259 0 000 5 259 1 521 0 000 1 521 45 47 17 318 0 000 17 318 4 691 0 000 4 691 46 48 9 183 0 000 9 183 2 487 0 000 2 487 47 49 15 321 0 000 15 321 3 898 0 000 3 898 48 49 11 381 0 000 11 381 2 896 0 000 2 896 Di- ((2 s►JnuJ -F W rip FRAME MAC file 97065 -frame 4 snow +DL +wind Last modified at 2 29 46 AM on Thu Mar 6 1997 All coord and distances are in ft from the left (bot end of the element Support reactions (pos force is to right or up pos moment is ccw Node Reaction Reaction Reaction No kip (FX) kip (FY) kip -ft (MZ) Node deformations (positive is to right up or counterclockwise Node Deflection Deflection Rotation No inch (FX) inch (FY) radians (MZ) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 Output Data 1 15 970 2 -15 970 0 000 0 000 0 718 0 718 0 764 0 764 0 795 0 795 -0 817 0 817 -0 808 0 808 0 736 0 736 0 617 0 616 0 460 0 460 -0 415 0 415 0 391 0 391 0 368 0 368 0 347 0 347 0 319 0 319 -0 281 0 281 0 260 0 260 0 237 0 237 0 210 0 210 0 155 0 155 0 105 0 105 -0 064 0 064 -0 033 0 033 0 013 0 012 23 927 23 843 0 000 0 000 0 008 0 008 0 009 0 009 0 010 0 010 0 011 -0 011 0 013 0 013 0 015 0 015 -0 016 0 016 0 018 0 018 -0 018 0 018 0 323 0 323 -0 626 -0 626 0 903 0 903 1 257 1 257 1 743 1 744 -2 016 2 017 2 313 2 314 2 664 2 666 3 368 3 370 4 009 4 011 -4 541 4 543 -4 949 4 951 5 235 -5 236 0 013 0 013 0 006 0 006 0 004 0 004 0 003 0 003 0 001 0 001 0 002 0 002 0 004 0 004 -0 006 0 006 0 007 0 007 0 008 0 008 -0 009 0 009 0 011 0 011 0 012 0 012 -0 014 0 014 -0 016 0 016 0 018 0 018 0 019 0 019 0 020 0 020 -0 019 0 019 0 016 0 016 0 013 0 013 0 010 0 010 0 006 0 006 47 -0 002 -5 401 -0 003 48 0 001 -5 401 0 003 49 -0 000 -5 454 -0 000 Maximum shear and shear stress values From, To Maximum Minimum Max abs Minimum Max abs Node- shear shear shear shr str stress kip kip kip ksi ksi 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35, 36 37 38 39 40 41 42 43 44 45 46 47 1 3 2 4 3 5 4 6 5 7 6 8 7 9 8 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 48 49 0 000 15 970 0 000 15 970 0 000 15 970 0 000 15 970 0 000 15 970 0 000 15 970 0 000 15 970 0 000 15 970 0 000 15 970 19 193 0 000 19 051 0 000 16 178 0 000 16 120 0 000 16 058 0 000 13 203 0 000 13 177 0 000 10 362 0 000 10 334 0 00.0 10 275 0 000 7 424 0 000 4 571 0 000 4 505 0 000 1 647 0 000 1 577 1 368 -15 970 0 000 15 970 0 000 -15 970 0 000 15 970 0 000 15 970 0 000 -15 970 0 000 -15 970 0 000 15 970 0 000 -15 970 0 000 0 000 19 109 0 000 18 967 0 000 16 094 0 000 16 036 0 000 15 974 0 000 13 119 0 000 -13 093 0 000 13 068 0 000 -10 250 0 000 10 191 0 000 7 340 0 000 4 487 0 000 4 421 0 000 1 563 1 284 1 493 15 15 -15 15 -15 15 15 15 15 15 -15 15 -15 15 -15 15 -15 15 19 19 19 -18 16 16 16 16 16 -15 13 -13 13 -13 10 13 10 10 10 10 7 7 4 4 4 4 1 -1 1 1 970 970 970 970 970 970 970 970 970 970 970 970 970 970 970 970 970 970 193 109 051 967 178 094 120 036 058 974 203 119 177 093 362 068 334 250 275 191 424 340 571 487 505 421 647 563 577 493 Maximum moment and bending stress values From To Maximum Minimum Max abs Node moment moment moment kip -ft kip -ft kip -ft 1 3 0 000 -87 835 -87 835 Maximum shr str ksi 0 000 -4 629 -4 629 4 629 0 000 4 629 0 000 -4 175 -4 175 4 175 0 000 4 175 0 000 -3 802 -3 802 3 802 0 000 3 802 0 000 -3 276 -3 276 3 276 0 000 3 276 0 000 -2 877 -2 877 2 877 0 000 2 877 0 000 -2 366 -2 366 2 366 0 000 2 366 0 000 -1 972 -1 972 1 972 0 000 1 972 0 000 -1 690 -1 690 1 690 0 000 1 690 0 000 -1 607 -1 607 1 607 0 000 1 607 1 931 0 000 1 931 0 000 -1 923 -1 923 3 422 0 000 3 422 0 000 -3 407 -3 407 3 525 0 000 3 525 0 000 -3 506 -3 506 3 951 0 000 3 951 0 000 -3 930 -3 930 5 248 0 000 5 248 0 000 -5 220 -5 220 5 266 0 000 5 266 0 000 -5 232 -5 232 6 740 0 000 6 740 0 000 -6 697 -6 697 5 079 0 000 5 079 0 000 -6 406 -6 406 4 342 0 000 4 342 0 000 -4 307 -4 307 4 029 0 000 4 029 0 000 -3 997 -3 997 2 729 0 000 2 729 0 000 -2 699 -2 699 1 494 0 000 1 494 0 000 -1 466 -1 466 1 395 0 000 1 395 0 000 -1 369 -1 369 0 484 0 000 0 484 0 000 -0 460 -0 460 0 442 -0 360 0 442 0 383 -0 418 -0 418 Maximum ben str ksi 0 000 Minimum ben str ksi -37 377 Max abs stress ksi -37 377 2 4 87 835 0 000 87 835 37 377 0 000 37 377 3 5 0 000 -99 813 -99 813 0 000 -37 209 -37 209 4 6 99 813 0 000 99 813 37 209 0 000 37 209 5 7 0 000 -111 790 -111 790 0 000 -36 854 -36 854 6 8 111 790 0 000 111 790 36 854 0 000 36 854 7 9 0 000 -127 760 -127 760 0 000 -34 686 -34 686 8 10 127 760 0 000 127 760 34 686 0 000 34 686 9 11 0 000 -159 700 -159 700 0 000 -36 364 -36 364 10 12 159 700 0 000 159 700 36 364 0 000 36 364 11 13 0 000 -191 640 -191 640 0 000 -33 426 -33 426 12 14 191 640 0 000 191 640 33 426 0 000 33 426 13 15 0 000 -223 581 223 581 0 000 -30 146 -30 146 14 16 223 581 0 000 223 581 30 146 0 000 30 146 15 17 0 000 -255 521 -255 521 0 000 -27 599 -27 599 16 18 255 521 0 000 255 521 27 599 0 000 27 599 17 19 0 000 -263 506 -263 5b6 0 000 -26 417 -26 417 18 20 263 506 0 000 263 506 26 417 0 000 26 417 19 21 0 000 -263 506 -263 506 0 000 -26 417 -26 417 20 22 0 000 -263 506 -263 506 0 000 -26 417 -26 417 21 23 0 000 -205 942 -205 942 0 000 -25 945 -25 945 22 24 0 000 -206 195 -206 195 0 000 -25 977 -25 977 23 25 0 000 -159 478 -159 478 0 000 -26 180 -26 180 24 26 0 000 -159 550 -159 550 0 000 -26 192 -26 192 25 27 0 000 -127 068 -127 068 0 000 -24 319 -24 319 26 28 0 000 -127 309 -127 309 0 000 -24 365 -24 365 27 29 0 000 -90 743 -90 743 0 000 -24 975 -24 975 28 30 0 000 -91 174 -91 174 0 000 -25 094 -25 094 29 31 0 000 -54 668 -54 668 0 000 -21 802 -21 802 30 32 0 000 -54 720 -54 720 0 000 -21 822 -21 822 31 33 0 000 -36 999 -36 999 0 000 -19 945 -19 945 32 34 0 000 -37 162 -37 162 0 000 -20 034 -20 034 33 35 0 000 -19 753 -19 753 0 000 -10 112 -10 112 34 36 0 000 -19 640 -19 640 0 000 -10 054 -10 054 35 37 26 844 -4 177 26 844 11 379 -1 770 11 379 36 38 26 796 -3 972 26 796 11 358 -1 684 11 358 37 39 50 463 0 000 50 463 19 642 0 000 19 642 38 40 50 553 0 000 50 553 19 677 0 000 19 677 39 41 71 048 0 000 71 048 25 518 0 000 25 518 40 42 71 276 0 000 71 276 25 601 0 000 25 601 41 43 84 709 0 000 84 709 26 239 0 000 26 239 42 44 84 685 0 000 84 685 26 232 0 000 26 232 43 45 93 650 0 000 93 650 27 086 0 000 27 086 44 46 93 765 0 000 93 765 27 119 0 000 27 119 45 47 98 504 0 000 98 504 26 683 0 000 26 683 46 48 98 365 0 000 98 365 26 645 0 000 26 645 47 49 99 086 0 000 99 086 25 213 0 000 25 213 48 49 99 124 0 000 99 124 25 222 0 000 25 222 w QV k Zi Output Data FRAME MAC file 97065 -frame 4 snow +DL +wind Last modified at 2 29 46 AM on Thu Mar 6 1997 All coord and distances are in ft from the left (bot end of the element Support reactions (pos force is to right or up pos moment is ccw Node Reaction Reaction Reaction No kip (FX) kip (FY) kip -ft (MZ) 1 10 488 15 912 2 -10 488 15 858 Node deformations (positive is to right up or counterclockwise Node Deflection Deflection No inch (FX) inch (FY) w o,b 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 0 000 0 000 0 471 0 471 -0 502 0 501 0 522 0 522 0 537 0 537 -0 531 0 531 -0 484 0 483 0 405 0 405 0 302 0 302 0 273 0 273 0 257 0 257 -0 242 0 242 0 228 0 228 0 210 0 209 0 185 0 185 0 171 0 171 0 156 0 156 0 138 0 138 0 102 0 102 0 069 0 069 0 042 0 042 0 022 0 022 -0 008 0 008 0 000 0 000 -0 005 0 005 0 006 0 006 0 006 0 006 0 007 0 007 0 008 0 008 0 010 -0 010 -0 011 -0 011 0 012 0 012 0 012 0 012 0 212 0 212 0 411 0 411 0 593 -0 593 0 825 -0 826 -1 145 -1 145 1 324 -1 325 1 519 1 519 -1 749 1 751 -2 212 2 213 2 632 -2 633 2 982 -2 983 3 250 -3 251 3 438 3 438 Rotation radians (MZ) 0 009 -0 009 0 004 0 004 0 003 0 003 0 002 -0 002 0 001 -0 001 0 001 0 001 0 003 0 003 0 004 0 004 0 005 0 005 0 005 0 005 -0 006 0 006 0 007 0 007 -0 008 0 008 0 009 0 009 0 011 0 011 0 012 0 012 -0 013 0 013 -0 013 0 013 -0 012 0 012 0 011 0 011 0 009 0 009 -0 006 0 006 0 004 0 004 22- 47 -0 001 -3 546 -0 002 48 0 001 -3 546 0 002 49 -0 000 -3 581 -0 000 Maximum shear and shear stress values From To Maximum Minimum Max abs Maximum Minimum Max abs Node shear shear shear shr str shr str stress kip kip kip ksi ksi ksi 1 3 0 000 -10 488 -10 488 0 000 -3 040 -3 040 2 4 10 488 0 000 10 488 3 040 0 000 3 040 3 5 0 000 -10 488 -10 488 0 000 -2 742 -2 742 4 6 10 488 0 000 10 488 2 742 0 000 2 742 5 7 0 000 -10 488 -10 488 0 000 -2 497 -2 497 6 8 10 488 0 000 10 488 2 497 0 000 2 497 7 9 0 000 -10 488 -10 488 0 000 -2 151 -2 151 8 10 10 488 0 000 10 488 2 151 0 000 2 151 9 11 0 000 -10 488 -10 488 0 000 -1 890 -1 890 10 12 10 488 0 000 10 488 1 890 0 000 1 890 11 13 0 000 -10 488 -10 488 0 000 -1 554 -1 554 12 14 10 488 0 000 10 488 1 554 0 000 1 554 13 15 0 000 -10 488 -10 488 0 000 -1 295 -1 295 14 16 10 488 0 000 10 488 1 295 0 000 1 295 15 17 0 000 -10 488 -10 488 0 000 -1 110 -1 110 16 18 10 488 0 000 10 488 1 110 0 000 1 110 j�_t_ 17 19 0 000 -10 488 -10 488 0 000 -1 055 -1 055 10 488 J U' 19 21 12 657 0 000 12 657 1 273 0 000 1 273 20 22 0 000 -12 603 -12 603 0 000 -1 268 -1 268 21 23 12 515 0 000 12 515 2 248 0 000 2 248 22 24 0 000 -12 461 -12 461 0 000 -2 238 -2 238 23 25 10 639 0 000 10 639 2 318 0 000 2 318 24 26 0 000 -10 585 -10 585 0 000 -2 306 -2 306 25 27 10 581 0 000 10 581 2 593 0 000 2 593 26 28 0 000 -10 527 -10 527 0 000 -2 580 -2 580 27 29 10 519 0 000 10 519 3 437 0 000 3 437 28 30 0 000 -10 465 -10 465 0 000 -3 420 -3 420 29 31 8 661 0 000 8 661 3 454 0 000 3 454 30 32 0 000 -8 607 -8 607 0 000 -3 432 -3 432 31 33 8 634 0 000 8 634 4 416 0 000 4 416 32 34 0 000 -8 580 -8 580 0 000 -4 389 -4 389 33 35 6 816 0 000 6 816 3 341 0 000 3 341 34 36 0 000 -8 556 -8 556 0 000 -4 194 -4 194 35 37 6 788 0 000 6 788 2 852 0 000 2 852 36 38 0 000 -6 734 -6 734 0 000 -2 830 -2 830 37 39 6 729 0 000 6 729 2 639 0 000 2 639 38 40 0 000 -6 675 -6 675 0 000 -2 618 -2 618 39 41 4 875 0 000 4 875 1 792 0 000 1 792 40 42 0 000 -4 821 -4 821 0 000 -1 772 -1 772 41 43 3 018 0 000 3 018 0 986 '0 000 0 986 42 44 0 000 -2 964 -2 964 0 000 -0 969 -0 969 43 45 2 952 0 000 2 952 0 914 0 000 0 914 44 46 0 000 -2 898 -2 898 0 000 -0 897 -0 897 45 47 1 091 0 000 1 091 0 321 0 000 0 321 46 48 0 000 -1 037 -1 037 0 000 -0 305 -0 305 47 49 1 021 -0844 1 021 0 286 -0 236 0 286 48 49 0 898 -0 967 -0 967 0 252 -0 271 -0 271 Maximum moment and bending stress values From To Maximum Minimum Max abs Maximum Minimum Max abs Node moment moment moment ben str ben str stress kip -ft kip -ft kip -ft ksi ksi ksi 1 3 0 000 -57 -686 -57 686 0 000 -24 547 -24 547 25 2 4 57 686 0 000 57 686 24 547 0 000 24 547 3 5 0 000 -65 552 -65 552 0 000 -24 437 -24 437 4 6 65 552 0 000 65 552 24 437 0 000 24 437 5 7 0 000 -73 418 -73 418 0 000 -24 204 -24 204 6 8 73 418 0 000 73 418 24 204 0 000 24 204 7 9 0 000 -83 907 -83 907 0 000 -22 780 -22 780 8 10 83 907 0 000 83 907 22 780 0 000 22 780 9 11 0 000 -104 883 -104 883 0 000 -23 882 -23 882 10 12 104 883 0 000 104 883 23 882 0 000 23 882 11 13 0 000 -125 860 -125 860 0 000 -21 952 -21 952 12 14 125 860 0 000 125 860 21 952 0 000 21 952 13 15 0 000 -146 837 -146 837 0 000 -19 798 -19 798 14 16 146 837 0 000 146 837 19 798 0 000 19 798 15 17 0 000 -167 813 -167 813 0 000 -18 126 -18 126 16 18 167 813 0 000 167 813 18 126 0 000 18 126 17 19 0 000 -173 057 -173 057 0 000 -17 349 -17 349 18 20 173 057 0 000 173 057 17 349 0 000 17 349 19 21 0 000 -173 057 -173 057 0 000 -17 349 -17 349 20 22 0 000 -173 057 -173 057 0 000 -17 349 -17 349 21 23 0 000 -135 168 -135 168 0 000 -17 029 -17 029 22 24 0 000 -135 331 -135 331 0 000 -17 050 -17 050 23 25 0 000 -104 663 -104 663 0 000 -17 181 -17 181 24 26 0 000 -104 709 -104 709 0 000 -17 189 -17 189 25 27 0 000 -83 369 -83 369 0 000 -15 956 -15 956 26 28 0 000 -83 524 -83 524 0 000 -15 985 -15 985 27 29 0 000 -59 550 -59 550 0 000 -16 390 -16 390 28 30 0 000 -59 827 -59 827 0 000 -16 466 -16 466 29 31 0 000 -35 865 -35 865 0 000 -14 303 -14 303 30 32 0 000 -35 898 -35 898 0 000 -14 316 -14 316 31 33 0 000 -24 281 -24 281 0 000 -13 089 -13 089 32 34 0 000 -24 386 -24 386 0 000 -13 146 -13 146 33 35 0 000 -12 981 -12 981 0 000 -6 646 -6 646 34 36 0 000 -12 908 -12 908 0 000 -6 608 -6 608 35 37 17 604 -2 742 17 604 7 462 -1 162 7 462 36 38 17 573 -2 611 17 573 7 449 -1 107 7 449 37 39 33 127 0 000 33 127 12 894 0 000 12 894 38 40 33 185 0 000 33 185 12 917 0 000 12 917 39 41 46 634 0 000 46 634 16 750 0 000 16 750 40 42 46 781 0 000 46 781 16 802 0 000 16 802 41 43 55 621 0 000 55 621 17 229 0 000 17 229 42 44 55 605 0 000 55 605 17 224 0 000 17 224 43 45 61 501 0 000 61 501 17 788 0 000 17 788 44 46 61 574 0 000 61 574 17 809 0 000 17 809 45,47 64 679 0 000 64 679 17 520 0 000 17 520 46 48 64 590 0 000 64 590 17 496 0 000 17 496 47 49 65 056 0 000 65 056 16.554 0 000 16 554 48 49 65 081 0 000 65 081 16 560 0 000 16 560 Duk U bo S ao‘,.1 DCI D AMATO CONVERSANO INC. Consulting Engineers to b Subject 2 Cam/ Pu 0 261 2 EX 377 rf l r 7 v71 I 11S 1U 11 I°1 `1,1 12 7), )1 R,S 1 31 Project No Sheet No. 9 ia6s ZS By Date CAS 3///q7 4 1-c Project #97 Moment of Inertia Section Modulus Section 1 Item b h Y Area AY lo d AdA2 I 1 60 04 02 2 0 0 6 65 2 6 0 0 4 11 3 2 24 0 6 65 3 0 3 10 8 5 8 3 19 31 0 0 4 00 00 00 0 0 0 0 0 5 00 00 00 0 0 0 0 0 6 00 00 00 0 0 0 0 0 7 00 00 00 0 0 0 0 0 Sums 7 43 32 131 N.A. 5 75 INPUT d= 11 5 c= 5 7485887 I= 162 19 Io +AdA2 S= 28 21. =1 /c 4,gi Moment Of Inertia Page 1 Moment Of Inertia Project #97065 Moment of Inertia Section Modulus Section 1A I Item b h Y Area AY to d AdA2 1 6 00 0 35 0 18 2 10 0 0 6 81 2 6 00 0 35 12 58 2 10 26 0 6 81 3 0 30 12 05 6 38 3 62 23 44 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 7 82 50 44 161 N.A. INPUT d= C= 6 38 12 75 6 38 I 205 2 inA4 =lo+AdA2 S= 32 19 inA3 =1 /c r= 5 12 in (I /A) ^0 5 Page 1 Weight= 26 57 plf Project #97065 Moment of Inertia Section Modulus Section 2 Item b h Y Area AY lo d AdA2 I 1 60 04 02 2 0 0 7 98 2 60 04 138 2 29 0 7 98 3 03 133 70 4 28 59 0 0 4 00 00 00 0 0 0 0 0 5 00 00 00 0 0 0 0 0 6 00 00 00 0 0 0 0 0 7 0 0 0. 0 0 0 0 0 0 0 0 Sums= 8 57 59 196 N.A. 7 00 INPUT d= 14 c= 6 9987179 I 254 64 Io +AdA2 S= 36 38 =1 /c r -s Moment Of Inertia Page 1 Zg Moment Of Inertia Project #97065 Moment of Inertia./ Section Modulus Section 2A I Item b h Y Area AY lo d Ad ^2 1 60 04 02 2 0 0 8 133 2 60 04 161 2 34 0 8 133 3 03 156 81 5 38 94 0 0 4 0 0 .0 0 0 0 0 0 0 0 0 5 00 00 00 0 0 0 0 0 6 00 00 00 0 0 0 0 0 7 00 00 00 0 0 0 0 0 Sums= 9 72 94 265 N.A. 8 13 INPUT d= 16 25 c= 8 13 I 359 2 inA4 I Io +Ad ^2 S= 44 20 inA3 =1 /c r= 6 37 in (I /A) ^0 5 Page 1 Project #97065 Moment of Inertia Section Modulus Section 3 Item b h Y Area AY lo d Ad ^2 1 6 00 0 35 0 18 2 10 0 0 9 173 2 6 00 0 35 18 33 2 10 38 0 9 173 3 0 30 17 80 9 25 5 34 49 141 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 000 000 000 000 0 0 0 0 6 000 000 000 000 0 0 0 0 7 000 000 000 000 0 0 0 0 Sums 9 54 88 141 346 N.A. 9 25 INPUT d= 18 5 c= 9 25 I 487 12 to +AdA2 S= 52 67 =1 /c Moment Of Inertia Page 1 30 Project #97065 Moment of Inertia Section Modulus Section 4 'Item b h Y Area AY lo d Ad ^2 I 1 6 00 0 35 0 18 2 10 0 0 11 258 2 6 00 0 35 22 33 2 10 47 0 11 258 3 0 30 21 80 11 25 6 54 74 259 0 0 4 000 000 000 000 0 0 0 0 5 000 000 000 000 0 0 0 0 6 0 00 0 00 .0 00 0 00 0 0 0 0 7 000 000 000 000 0 0 0 0 Sums 10 74 121 259 515 N.A. 11 25 INPUT d= 22 5 c= 11 25 I 774 43 Io +AdA2 S= 68 84 =1 /c Y Moment Of Inertia Page 1 Project #97065 Moment of Inertia Section Modulus Section 5 I Item b h Y Area AY lo d Ad ^2 I 1 600 035 018 210 0 0 13 373 2 6 00 0 35 26 83 2 10 56 0 13 373 3 0 30 26 30 13 50 7 89 107 455 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 12 09 163 455 746 N.A. 13 50 INPUT d= 27 c= 13 50 I 1200 84 Io +AdA2 S= 88 96 =1 /c r Moment Of Inertia Page 1 7> N.A. 15 75 INPUT d= 31 5 c= 15 75 I 1749 66 Io +AdA2 S= 111 10 =1 /c r 4) Moment Of Inertia Project #97065 Moment of Inertia Section Modulus Section 6 I Item b h Y Area AY lo d Ad ^2 1 6 00 0 35 0 18 2 10 0 0 16 509 2 6 00 0 35 31 33 2 10 66 0 16 510 3 0 30 30 80 15 75 9 24 146 730 0 0 4 000 000 000 000 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 13 44 212 730 1 019 Page 1 33 Project #97065 Moment of Inertia Section Modulus Section 7 I Item b h Y Area AY lo d Ad ^2 1 6 00 0 34 0 17 2 04 0 0 16 549 2 6 00 0 34 32 96 2 04 67 0 16 548 3 0 30 32 84 16 57 9 85 163 885 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 0 00 0 00 0. 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 13 93 231 885 1 097 N.A. 1657 INPUT d= 33 13 c= 16 56 I 1982 '15 10 +AdA2 S= 119 68 =1 /c r"- 11.13 Moment Of Inertia Page 1 Project #97065 Moment of Inertia Section Modulus Section 8 J Item b h Y Area AY lo d AdA2 I 1 6 00 0 34 0 17 2 04 0 0 16 536 2 6 00 0 34 32 58 2 04 66 0 16 536 3 0 17 32 41 16 38 5 57 91 488 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 sums. 9 65 158 488 1 071 N.A. 16 38 INPUT d= 32 75 c= 1637 I 1559 42 =lo+AdA2 S= 95 25 =1 /c Moment Of Inertia Page 1 3 Moment Of Inertia 3(1) Project #97065 Moment of Inertia Section Modulus Section 9 I Item b h Y Area AY lo d AdA2 1 1 6 00 0 34 0 17 2 04 0 0 13 362 2 6 00 0 34 26 83 2 04 55 0 13 362 3 0 17 26 32 13 50 4 53 61 261 0 0 4 000 000 000 000 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 000 000 000 000 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 8 61 1 1 6 261 725 N.A. 13 50 INPUT d= 27 c= 13 50 I 986 35 to +Ad ^2 S= 73 06 =1 /c Page 1 Moment Of Inertia 31 Project #97065 Moment of Inertia Section Modulus Section 10 (Item b h Y Area AY to d AdA2 I 1 6 00 0 34 0 17 2 04 0 0 12 285 2 6 00 0 34 23 83 2 04 49 0 12 285 3 0 17 23 32 12 00 4 01 48 182 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 8 09 97 182 571 N.A. 12 00 INPUT d= 24 c= 12 00 I I 752 81 to +AdA2 S= 62 73 =1 /c Page 1 Project #97065 Moment of Inertia Section Modulus Section 11 I Item b h Y Area AY lo d AdA2 1 6 00 0 29 0 15 1 74 0 0 9 136 2 6 00 0 29 17 86 1 74 31 0 9 136 3 017 1742 900 300 27 7.6 0 0 4 000 000 000 000 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 000 000 000 000 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 6 48 58 76 273 N.A. 9 00 INPUT d= 18 c= 9 00 I 348 7 inA4 1 =lo+AdA2 S= 38 74 in ^3 1 =I /c r= 7 34 in (I /A) ^0 5 Moment Of Inertia Page 1 Weight= 22 02 plf 31) N.A. 7 38 INPUT d= 14 75 c= 7 37 I 221 9 in ^4 =lo+AdA2 S= 30 09 in ^3 =1 /c r= 6 13 in (I /A) ^0 5 Moment Of Inertia Project #97065 Moment of Inertia Section Modulus Section 11A Item b h Y Area AY lo d Ad ^2 1 6 00 0 29 0 15 1 74 0 0 7 91 2 60.0 029 1461 1 74 25 0 7 91 3 0 17 14 07 7 38 2 42 18 40 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 000 000 000 000 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 5 90 44 40 182 Page 1 3d Project #97065 Moment of Inertia Section Modulus Section 12 Item b h Y Area AY to d Ad ^2 1 6 00 0 29 0 15 1 74 0 0 6 55 2 6 00 0 29 11 36 1 74 20 0 6 55 3 017 1092 575 1 88 11 19 0 0 4 000 000 000 000 0 0 0 0 5 000 000 000 000 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 000 000 000 000 0 0 0 0 Sums 5 36 31 19 109 N.A. 5 75 INPUT d= 11 5 c= 5 75 I 128 0 inA4 =lo+AdA2 S= 22.26 in ^3 =1 /c r= 4 89 in (I /A) ^0 5 Moment Of Inertia Page 1 Weight= 18.22 plf do Moment Of Inertia 4 Project #97065 Moment of Inertia Section Modulus Section 13 I Item b h Y Area AY lo d AdA2 1 6 00 0 29 0 15 1 74 0 0 6 60 2 6 00 0 29 11 86 1 74 21 0 6 60 3 0 1 7 1 1 42 6 00 1 96 12 21 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 5 44 33 21 119 N.A. 6 00 INPUT d= 12 c= 6 00 I 140 7 in ^4 =lo+AdA2 S= 23 44 in ^3 =1 /c r= 5 08 in I (I /A) ^0 5 Page 1 Weight= 18 51 plf Moment Of Inertia 2 Project #97065 Moment of Inertia Section Modulus Section 14 Item b h Y Area AY to d Ad ^2 1 1 6 00 0 29 0 15 1 74 0 0 7 82 2 6 00 0 29 13 86 1 74 24 0 7 82 3 017 1342 700 231 16 35 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 000 000 000 000 0 0 0 0 Sums 5 79 41 35 164 N.A. 7 00 INPUT d= 14 c= 7 00 I= 198 2 inA4 =lo+AdA2 S= 28 31 inA3 =1 /c r= 5 85 in (I /A) ^0 5 Page 1 Weight= 19 68 plf Project #97065 Moment of Inertia Section Modulus Section 15 I Item b h Y Area AY lo d Ad ^2 I 1 6 00 0 29 0 15 1 74 0 0 7 94 2 6 00 0 29 14 86 1 74 26 0 7 94 3 0 17 14 42 7 50 2 48 19 43 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 000 000 000 000 0 0 0 0 6 000 000 000 000 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 5 96 45 43 188 N.A. 7 50 INPUT d= 15 c= 7 50 I 231 3 104 to +Ad ^2 S= 30 83 inA3 =1 /c r= 6.23 in (I /A) ^0 5 Moment Of Inertia Page 1 Weight= 20 26 plf 43 Project #97065 Moment of Inertia Section Modulus Section 16 I Item b h Y Area AY lo d Ad ^2 1 6 00 0 29 0 15 1 74 0 0 8 107 2 6 00 0 29 15 86 1 74 28 0 8 107 3 017 1542 800 265 21 53 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 6 13 49 53 215 N.A. 8 00 INPUT d= 16 c= 8 00 I 267 3 inA4 Io +Ad ^2 S= 33 41 inA3 =1 /c r= 6 60 in (I /A) ^0 5 Moment Of Inertia Page 1 Weight= 20 85 plf N.A. 9 00 INPUT d= 18 c= 9 00 I 348 7 in ^4 =lo+AdA2 S= 38 74 in ^3 =1 /c r= 7 34 in (I /A) ^0 5 Moment Of Inertia Project #97065 Moment of Inertia Section Modulus Section 17 Item b h Y Area AY lo d AdA2 1 6 00 0 29 0 15 1 74 0 0 9 136 2 6 00 0 29 17 86 1 74 31 0 9 136 3 0 17 17 42 9 00 3 00 27 76 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 000 000 000 000 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 6 48 58 76 273 Page 1 Weight= 22 02 plf 1 ds Project #97065 Moment of Inertia Section Modulus Section Ail I Item b h Y Area AY lo d Ad ^2 1 6 00 0 29 0 15 1 74 0 0 9 152 2 6 00 0 29 18 86 1 74 33 0 9 152 3 0 17 18 42 9 50 3 17 30 90 0 0 4 000 000 000 000 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 6 65 63 90 305 N.A. 9 50 INPUT d= 19 c= 9 50 I 394 2 inA4 I =lo+AdA2 S= 41 49 in ^3 =1 /c r= 7 70 in (I /A) ^0 5 Moment Of Inertia Page 1 Weight= 22 60 plf Project #97065 Moment of Inertia Section Modulus Section 19 I Item b h Y Area AY to d Ad ^2 1 6 00 0 29 0 15 1 74 0 0 10 169 2 6 00 0 29 19 86 1 74 35 0 10 169 3 0 17 19 42 10 00 3 34 33 105 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 6 82 68 105 338 N.A. 10 00 INPUT d= 20 c= 10 00 I 443 0 inA4 Io +Ad ^2 S= 44 30 in ^3 =1 /c r= 8 06 in (I /A) ^0 5 Moment Of Inertia Page 1 Weight= 2319 plf 47 Project #97065 Moment of Inertia Section Modulus Section 20 (Item b h Y Area AY lo d AdA2 I 1 6 00 0 29 0 15 1 74 0 0 10 187 2 6 00 0 29 20 86 1 74 36 0 10 187 3 0 17 20 42 10 50 3 51 37 122 0 0 4 000 000 000 000 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 6 99 73 122 373 N.A. INPUT d= c= 10 50 21 10 50 I 495 2 in ^4 =lo+AdA2 S= 47 16 in ^3 =1 /c r= 8 42 in 1 (I /A) ^0 5 Moment Of Inertia Page 1 Weight= 23 77 plf DCI Project CONVD�O 1 1 C I A t,_ Pu 0 2f PAf, INC. Consulting Engineers etcT ICS p c(7 OH" LW V) O g90 to S I(),3 (0 r r41 i n Subject Et-e■JA11Ot or I%>E Peru► tJ S 0 s'-o" o. LiFIg)(55 15' -2" Pft4l ta7r► CS o f 24xSS d= 35 t Si S" -7 00$11 I_I3SZ7h S= 114 10 Project No. Sheet No. 6 s 4c By Date C/9 3 1 117 I DCI D AMATO CONVERSANO INC. Consulting Engineers CoL c2 bx Subject Project C i CPA i 2 ST"e P Pto Co Lu► -t ►JS -L o31' S run, o►' 2 us- g -II 5) ri Z �1L 51r -1 6(--- 11 S t(fto/--its)= 1,91 Project No. Sheet No. 17x4, SU By Date A 1 l� Er.rl I d= 11'12' z= sas 5- X64 ►„3 c 4low 5= 7O 0610 3 r =S771n lit 1h r 6,63 tr) Moment Of Inertia I beam Project #97065 Moment of Inertia Section Modulus Section 1 I Item b h Y Area AY lo d AdA2 1 7 50 0 63 0 32 4 73 1 0 5 142 2 750 063 11 34 473 54 0 6 145 3 039 1024 575 399 23 35 0 0 4 000 000 000 000 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 13 44 78 35 287 N.A. 5 81 INPUT d= 11 5 c= 5 69 I 322 5 inA4 Io +Ad ^2 S= 56 64 in ^3 =1 /c r= 4 90 in (I /A) ^0 5 Page 1 Weight= 45 71 plf s 1 Moment Of Inertia I beam Project #97065 Moment of Inertia Section Modulus Section 2 I Item b h Y Area AY lo d AdA2 1 7 50 0 63 0 32 4 73 1 0 7 205 2 750 063 1354 473 64 0 7 208 3 039 1244 685 485 33 63 0 0 4 000 000 000 000 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 14 30 99 63 413 N.A. 6 90 INPUT d= 13 7 c= 6 80 1= 476 3 in ^4 Io +Ad ^2 S= 70 06 in ^3 =1 /c r= 5 77 in 1 (I /A) ^0 5 Page 1 Weight= 48 63 plf 1 SZ Project #97065 Moment of Inertia Section Modulus Section 3 Item b h Y Area AY lo d AdA2 1 7 50 0 63 0 32 4 73 1 0 8 279 2 750 063 1575 473 74 0 8 284 3 039 1465 796 571 45 102 0 0 4 0 00 0 00 0 00 0 00 0 0 0 0 5 0 00 0 00 0 00 0 00 0 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 Sums 15 16 121 102 563 N.A. 8 00 INPUT d= 15 91 c= 7 91 I 665 5 inA4 to +Ad ^2 S= 84 18 inA3 =1 /c r= 6 63 in (I /A) ^0 5 Moment Of Inertia I beam Page 1 Weight= 51 56 plf 1 S3 FRAME MAC Ole 47065-new frame Last modified at 11 12.04 AM on I hu Mar 20 1997 Above each load he magnitudes in kip, lb/ft, and kip-ft. SI 5°Z) FY=2 500 1 1 FY=2.500 410 Input Data FRAME MAC file 97065 -new frame Last modified at 11 12 04 AM on Thu Mar 20 1997 All coord and distances are in ft There are 11 nodes and 10 elements There are 29 degrees of freedom the half bandwidth is 9 Node information Node Location Location Restraint Restraint Restraint No ft (X) ft (X) (Y) (FX) (FY) (MZ) Hinge 1 0 750 0 500 Yes Yes No Yes 2 74 430 0 500 Yes Yes No Yes 3 0 750 2 500 No No No No 4 74 430 2 500 No No No No 5 0 750 4 500 No No No No 6 74 430 4 500 No No No No 7 0 750 6 500 No No No No 8 74 430 6 500 No No No No 9 0 750 17 000 No No No No 10 74 430 17 000 No No No No 11 37 590 20 132 No No No No Element characteristics From, To Length Section E Include Top is on Hinged at Nodes ft name ksi self wt top or left node(s) 1 3 2 000 S1 29000 000 Yes Yes 2 4 2 000 S1 29000 000 Yes Yes 3 5 2 000 S2 29000 000 Yes Yes 4 6 2 000 S2 29000 000 Yes Yes 5 7 2 000 S3 29000 000 Yes Yes 6 8 2 000 S3 29000 000 Yes Yes 7 9 10 500 W18X55 29000 000 Yes Yes 8 10 10 500 W18X55 29000 000 Yes Yes 9 11 36 973 W24X55 29000 000 Yes Yes 10 11 36 973 W24X55 29000 000 Yes Yes Element characteristics (continued) From, To Area Depth Thickness Weight Weight Nodes in *2 in in lb /ft lb 1 3 7 00 11 50 2 4 7 00 11 50 3 5 8 00 14 00 4 6 8 00 14 00 5 7 9 54 18 50 6 8 9 54 18 50 7 9 16 20 18 11 8 10 16 20 18 11 9 11 16 20 23 57 10 11 16 20 23 57 0 30 23 82 47 64 0 30 23 82 47 64 0 30 27 21 54 42 0 30 27 21 54 42 0 30 32 44 64 88 0 30 32 44 64 88 0 39 55 00 577 50 0 39 55 00 577 50 0 40 55 00 2033 51 0 40 55 00 2033 51 Element characteristics (continued) From To Iz Sec mod Rad gyr N A -edge Nodes in *4 in *3 in in S T L 1 3 162 00 28 20 4 81 5 75 S 2 4 162 00 28 20 4 81 5 75 S 3 5 254 00 36 40 5 64 7 00 S 4 6 254 00 36 40 5 64 7 00 S 5 7 487 00 52 70 7 14 9 25 S 6 8 487 00 52 70 7 14 9 25 S 7 9 890 00 98 30 7 41 9 05 S 8 10 890 00 98 30 7 41 9 05 S 9 11 1350 00 114 00 9 11 11 78 S S S Total frame weight 5555 90 lb Node loads (only those that are in applied groups are listed) Node Force or Group Magnitude Magnitude Magnitude No moment kip (FX) kip (FY) kip -ft (MZ) Element loads (only those that are in applied groups are listed) From, To Group From 1st Dist Len MagX L MagY L MagX R MagY R Nodes ft kip -ft kip (FX) kip (FY) kip (FX) kip (FY) 9 11 9 11 9 11 9 11 9 11 9 11 9 11 9 11 9 11 9 11 9 11 9 11 9 11 9 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 1350 00 4 901 4 901 9 802 9 802 14 703 14 703 19 604 19 604 24 505 24 505 29 406 29 406 34 307 34 307 2 666 2 666 7 567 7 567 12 468 12 468 17 369 17 369 22 270 22 270 27 171 27 171 32 072 32 072 9 Force Dead 1 0 000 0 500 9 Force Live 1 0 000 2 500 10 Force Dead 1 0 000 0 500 10 Force Live 1 0 000 2 500 Live 1 Dead 1 Live 1 Dead 1 Dead 1 Live 1 Live 1 Dead 1 Live 1 Dead 1 Live 1 Dead 1 Live 1 Dead 1 Dead 1 Live 1 Dead 1 Live 1 Dead 1 Live 1 Dead 1 Live 1 Dead 1 Live 1 Dead 1. Live 1 Dead 1 Live 1 114 00 9 11 11 78 S 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 2 500 0 500 2 500 0 500 0 500 2 500 2 500 0 500 2 500 0 500 2 500 0 500 2 500 0 500 0 500 2 500 0 500 2 500 0 500 2 500 0 500 2 500 0 500 2 500 0 500 2 500 0 500 2 500 General load factor 1 000 Load factors (suffix denotes whether the group is currently applied) Group Dead Live Wind Snow Misc 1 1 000Y 1 000Y 1 000N 1 000N 1 000N 2 1 000Y 1 000Y 1 000Y 1 000Y 1 000Y 3 1 000Y 1 000Y 1 000Y 1 000Y 1 000Y 4 1 000Y 1 000Y 1 000Y 1 000Y 1 000Y 5 1 000Y 1 000Y 1 000Y 1 000Y 1 000Y FRAME MAC file 97065 -new frame Last modified at 11 12 04 AM on Thu Mar 20 1997 lJ1,-I" 7t, All coord and distances are in ft from the left (bot end of the element Support reactions (pos force is to right or up pos moment is ccw Node Reaction Reaction Reaction No kip (FX) kip (FY) kip -ft (MZ) 1 14 041 26 778 2 -14 041 26 778 Node deformations (positive is to right up or counterclockwise Node Deflection Deflection No inch (FX) inch (FY) 1 0 000 0 000 0 007 2 0 000 0 000 -0 007 3 -0 161 -0 003 0 006 4 0 161 -0 003 -0 006 5 -0 291 -0 006 0 004 6 0 291 -0 006 -0 004 7 -0 382 -0 008 0 003 8 0 382 -0 008 -0 003 9 -0 275 -0 015 -0 006 10 0 275 -0 015 0 006 11 0 000 -3 418 0 000 Actual element end forces moments (local coordinate system) From, To FxL FyL MzL FxR FyR MzR Nodes kip kip kip -ft kip kip kip -ft 1 3 2 4 3 5 4 6 5 7 6 8 7 9 8 10 9 11 10 11 14 041 14 041 14 041 14 041 14 041 14 041 -14 041 14 041 21 761 1 190 Maximum tension and tensile stress values (compression is negative) From, To Maximum Minimum Max abs Maximum Minimum Max abs Node tension tension tension ten str ten str stress kip kip kip ksi ksi ksi 1 3 2 4 3 5 4 6 5 7 6 8 7 9 8 10 9 11 10 11 26 778 26 778 26 730 26 730 26 676 26 676 26 611 26 611 15 942 13 990 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 1 3 0 000 2 4 14 041 26 778 26 778 26 730 26 730 26 676 26 676 26 611 26 611 15 942 -15 942 14 041 0 000 Output Data 0 000 0 000 28 081 28 081 56 163 56 163 84 244 84 244 231 672 -172 004 26 778 -26 778 26 730 26 730 26 676 -26 676 -26 611 26 611 15 942 15 942 14 041 14 041 26 730 26 730 -26 676 -26 676 26 611 26 611 26 034 -26 033 -13 990 15 942 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 4 070 14 041 14 041 14 041 14 041 14 041 14 041 14 041 14 041 1 190 21 761 3 825 3 825 3 341 3 341 -2 796 2 796 1 643 1 643 -0 984 0 984 Rotation radians (MZ) 28 081 28 081 56 163 56 163 84 244 84 244 -231 672 231 672 172 004 -231 672 3 825 3 825 3 341 3 341 2 796 2 796 1 643 1 643 0 984 -0 984 Maximum shear and shear stress values From To Maximum Minimum Max abs Maximum Minimum Max abs Node shear shear shear shr str shr str stress kip kip kip ksi ksi ksi -4 070 -4 070 0 000 4 070 s A 3 5 4 6 5 7 6 8 7 9 8 10 9 11 10 11 O 000 14 041 0 000 14 041 O 000 14 041 21 761 1 .190 14 041 0 000 14 041 0 000 14 041 0 000 -1 190 14 041 0 000 -3 343 -3 343 14 041 3 343 0 000 3 343 14 041 0 000 -2 530 -2 530 14 041 2 530 0 000 2 530 -14 041 0 000 -1 988 -1 988 14 041 1 988 0 000 1 988 IA 21 761 2 337 -0 128 2 337 21 761 -21 761 0 128 -2 337 -2 337 Maximum moment and bending stress values From To Maximum Minimum Max abs Maximum Minimum Max abs Node moment moment moment ben str ben str stress kip -ft kip -ft kip -ft ksi ksi ksi 1 3 0 000 -28 081 -28 081 0 000 -11 950 -11 950 2 4 28 081 0 000 28 081 11 950 0 000 11 950 3 5 0 000 -56 163 -56 163 0 000 -18 515 -18 515 4 6 56 163 0 000 56 163 18 515 0 000 18 515 5 7 0 000 -84 244 -84 244 0 000 -19 183 -19 183 6 8 84 244 0 000 84 244 19 183 0 000 19 183 7 9 0 000 -231 672 -231 672 0 000 -28 281 -28 281 8 10 231 672 0 000 231 672 28 281 0 000 28 281 9 11 174 980 -231 672 -231 672 18 419 -24 387 -24 387 10 11 174 981 -231 672 -231 672 18 419 -24 387 -24 387 Output Data FRAME MAC file 97065 -new frame Last modified at 11 12 04 AM on Thu Mar 20 1997 All coord and distances are in ft from the left (boot end of the element Support reactions (pos force is to right or up pos moment is ccw Node Reaction Reaction Reaction No kip (FX) kip (FY) kip -ft (MZ) 1 9 156 21 541 2 -12 995 22 402 Node deformations (positive is to right up or counterclockwise Node Deflection Deflection Rotation No inch (FX) inch (FY) radians (MZ) 1 2 3 4 5 6 7 8 9 10 11 Actual element end forces moments (local coordinate system) From, To FxL FyL MzL FxR FyR Nodes kip kip kip -ft kip kip 1 3 2 4 3 5 4 6 5 7 6 8 7 9 8 10 9 11 10 11 1 3 2 4 3 5 4 6 5 7 6 8 7 9 8 10 9 11 10 11 21 541 22 402 21 493 22 355 21 439 22 300 21 374 22 235 12 927 11 456 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 1 3 0 000 2 4 12 995 -9 156 12 995 -9 434 12 809 -9 712 12 623 -9 990 12 437 16 761 0 542 Maximum tension and tensile stress From, To Maximum Minimum Node tension tension kip kip 21 541 22 402 21 493 22 355 21 439 22 300 21 374 -22 235 12 958 -13 031 0 000 0 000 0 081 0 175 0 141 0 322 -0 175 0 434 0 055 0 494 0 275 0 000 0 000 18 591 25 804 37 737 -51 235 57 440 76 295 170 009 -137 341 values (compression is negative) Max abs Maximum Minimum tension ten str ten str kip ksi ksi -21 541 -22 402 21 493 22 355 21 439 22 300 21 374 22 235 12 958 -13 031 -9 434 -9 434 0 000 12 995 21 493 -22 355 21 439 22 300 21 374 22 235 20 796 21 658 11 383 13 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 003 0 003 -0 005 0 005 0 007 0 007 0 012 0 013 2 735 -3 077 3 200 2 687 2 794 2 247 2 338 1 319 1 373 0 800 0 804 Maximum shear and shear stress values From, To Maximum Minimum Max abs Maximum Minimum Node shear shear shear shr str shr str kip kip kip ksi ksi 0 000 -2 735 3 767 0 000 0 004 0 008 0 003 0 007 0 002 0 005 0 001 -0 004 -0 006 0 004 0 000 MzR kip-ft 9 434 -18 591 12 809 25 804 9 712 -37 737 12 623 51 235 9 990 -57 440 12 437 76 295 11 460 -170 009 11 460 201 756 1 400 137 341 17 620 -201 756 Max abs stress ksi 3 077 3 200 2 687 2 794 -2 247 2 338 1 319 1 373 0 800 0 804 Max abs stress ksi -2 735 3 767 3 5 0 000 -9 712 -9 712 4 6 12 809 0 000 12 809 5 7 0 000 -9 990 -9 990 6 8 12 623 0. 000 12 623 7 9 0 000 -11 460 -11 460 8 10 12 437 0 000 12 437 9 11 17 128 -1 599 17 128 10 11 0 741 -17 986 -17 986 Maximum moment and bending stress values From, To Maximum Minimum Max abs Node moment moment moment kip -ft kip -ft kip -ft 1 3 0 000 -18 591 -18 591 2 4 25 804 0 000 25 804 3 5 0 000 -37 737 -37 737 4 6 51 235 0 000 51 235 5 7 0 000 -57 440 -57 440 6 8 76 295 0 000 76 295 7 9 0 000 -170 009 -170 009 8 10 201 756 0 000 201 756 9 11 141 340 -170 009 -170 009 10 11 139 051 -201 756 -201 756 O 000 -2 312 -2 312 3 050 0 000 3 050 O 000 -1 800 -1 800 2 274 0 000 2 274 0 000 -1 623 -1 623 1 761 0 000 1 761 1 840 -0 172 1 840 0 080 -1 932 -1 932 Maximum ben str ksi 0 000 10 980 0 000 16 891 0 000 17 373 0 000 24 629 14 878 14 637 Minimum ben str ksi -7 911 0 000 12 441 0 000 13 079 0 000 20 754 0 000 -17 896 21 237 Max abs stress ksi -7 911 10 980 -12 441 16 891 13 079 17 373 20 754 24 629 17 896 21 237 0 Output Data FRAME MAC file 97065 -new frame �'0 Last modified at 11 12 04 AM on Thu Thu 20 1997 nI k U" _\0 All coord and distances are in ft from the left (bot end of the element /v 2 Support reactions (pos force is to right or up pos moment is ccw Node Reaction Reaction Reaction No kip (FX) kip (FY) kip -ft (MZ) 1 -1 090 6 303 2 -6 587 8 027 Node deformations (positive is to right up or counterclockwise Node Deflection Deflection No inch (FX) inch (FY) 1 2 3 4 5 6 7 8 9 10 11 Actual element end forces moments (local coordinate system) From, To FxL FyL MzL FxR FyR Nodes kip kip kip -ft kip kip 1 3 2 4 3 5 4 6 5 7 6 8 7 9 8 10 9,11 10 11 6 303 8 027 6 256 7 979 6 201 7 925 6 136 7 860 3 828 3 578 1 090 6 587 0 534 6 215 0 022 5 843 -0 578 5 471 3 497 0 561 Maximum tension and tensile stress From, To Maximum Minimum Node tension tension kip kip 1 3 2 4 3 5 4 6 5 7 6 8 7 9 8 10 9 11 10 11 0 000 0 000 O 000 0 000 0 000 O 000 0 000 0 000 0 000 0 000 6 303 8 027 -6 256 -7 979 6 201 7 925 6 136 -7 860 3 913 4 059 0 000 0 000 0 061 0 128 0 120 0 242 0 178 0 339 0 489 0 609 0 549 0 000 0 000 -1 624 12 802 -2 136 24 860 -1 537 36 173 19 871 37 033 Maximum shear and shear From To Maximum Node shear kip 1 3 1 090 2 4 6 587 stress values Minimum Max abs shear shear kip kip 6 256 7 979 6 201 -7 925 6 136 7 860 5 559 -7 282 3 432 3 974 0 000 0 000 0 001 0 001 0 001 -0 002 0 002 -0 002 0 003 0 004 0 748 0 534 6 215 0 022 -5 843 0 578 -5 471 3 518 3 518 1 157 5 214 values (compression is negative) Max abs Maximum Minimum tension ten str ten str kip ksi ksi 6 303 8 027 6 256 7 979 6 201 -7 925 6 136 7 860 3 913 -4 059 0 000 1 090 0 000 6 587 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 316 1 909 0 900 -1 147 0 782 0 997 0 650 0 831 -0 379 0 485 0 242 0 251 0 000 0 000 Rotation radians (MZ) MzR kip -ft 1 624 12 802 2 136 24 860 1 537 36 173 -19 871 83 364 37 033 -83 364 Max abs stress ksi 0 900 1 147 0 782 0 997 -0 650 -0 831 0 379 0 485 0 242 0 251 0 003 0 005 0 003 -0 005 0 002 -0 004 0 002 0 004 0 003 0 000 0 001 Maximum Minimum Max abs shr str shr str stress ksi ksi ksi 0 316 1 909 lo 3 5 0 534 -0 022 0 534 4 6 6 215 0 000 6 215 5 7 0 000 -0 578 -0 578 6 8 5 843 0 000 5 843 7 9 0 000 -3 518 -3 518 8 10 5 471 0 000 5 471 9 11 4 498 -1 701 4 498 10 11 0 000 -6 215 -6 215 Maximum moment and bending stress values From To Maximum Minimum Max abs Node moment moment moment kip -ft kip -ft kip -ft 1 3 1 624 0 000 1 624 2 4 12 802 0 000 12 802 3 5 2 137 0 000 2 137 4 6 24 860 0 000 24 860 5 7 2 136 0 000 2 136 6 8 36 173 0 000 36 173 7 9 1 537 -19 871 -19 871 8 10 83 364 0 000 83 364 9 11 43 088 -19 871 43 088 10 11 37 033 -83 364 -83 364 0 127 -0 005 0 127 1 480 0 000 1 480 0 000 -0 104 -0 104 1 053 0 000 1 053 0 000 -0 498 -0 498 0 775 0 000 0 775 0 483 -0 183 0 483 0 000 -0 668 -0 668 Maximum ben str ksi 0 691 5 448 0 705 8 195 O 486 8 237 O 188 10 177 4 536 3 898 Minimum Max abs ben str stress ksi ksi 0 000 0 000 0 000 0 000 0 000 0 000 2 426 0 000 2 092 8 775 0 691 5 448 0 705 8 195 0 486 8 237 2 426 10 177 4 536 8 775 62 FRAME MAC file 97065 -new frame DL+ Last modified at 11 12 04 AM on Thu Mar 20 1997 All coord and distances are in ft from the left (bot end of the element Support reactions (pos force is to right or up pos moment is ccw Node Reaction Reaction Reaction No kip (FX) kip (FY) kip -ft (MZ) 1 -6 452 -3 697 2 -1 225 -1 973 Node deformations (positive is to right up or counterclockwise Node Deflection Deflection Rotation No inch (FX) inch (FY) radians (MZ) 1 0 000 0 000 -0 005 2 0 000 0 000 -0 003 3 0 122 0 000 -0 005 4 0 067 0 000 -0 003 5 0 231 0 001 -0 004 6 0 131 0 000 -0 003 7 0 324 0 001 -0 004 8 0 193 0 001 -0 003 9 0 594 0 002 -0 000 10 0 504 0 001 -0 002 11 0 549 0 557 0 001 Element fixed -end forces moments (local coordinate system) From, To FxL FyL MzL FxR FyR MzR Nodes kip kip kip -ft kip kip kip -ft 1 3 0 024 2 4 0 024 3 5 0 027 4 6 0 027 5 7 0 032 6 8 0 032 7 9 0 289 8 10 0 289 9 11 -0 182 10 11 0 164 1 3 2 4 3 5 4 6 5 7 6 8 7 9 8 10 9 11 10 11 1 3 2 4 3 5 3 697 1 973 3 744 2 021 3 799 2 075 3 864 -2 140 2 256 1 765 3 744 2 021 3 799 0 278 0 186 0 278 0 186 0 278 0 186 1 460 0 976 2 146 1 919 6 452 1 225 5 896 0 853 5 340 0 481 4 784 0 109 -4 767 -1 015 0 000 0 000 0 000 Output Data 0 093 0 062 0 093 0 062 0 093 0 062 2 555 1 709 -11 890 -11 592 0 000 0 000 -12 348 2 078 -23 585 3 411 -33 709 4 001 -68 603 28 613 3 744 2 021 3 799 0 024 0 024 0 027 0 027 0 032 0 032 0 289 0 289 -0 164 0 182 3 744 2 '021 3 799 2 075 3 864 2. 140 4 441 2 718 1 911 2 110 0 535 0 289 0 475 0 278 0 186 0 278 0 186 0 278 0 186 1 480 0 976 1 919 2 146 5 896 0 853 5 340 0 481 4 784 0 109 1 844 1 844 0 702 3 050 0 000 0 000 0 000 0 093 0 062 -0 093 0 062 0 093 0 062 2 567 1 709 11 592 11 890 Actual element end forces moments (local coordinate system) From, To FxL FyL MzL FxR FyR MzR Nodes kip kip kip -ft kip kip kip -ft 12 348 2 078 23 585 3 411 33 709 4 001 68 603 5 111 -28 613 5 111 Maximum tension and tensile stress values (compression is negative) From To Maximum Minimum Max abs Maximum Minimum Max abs Node tension tension tension ten str ten str stress kip kip kip ksi ksi ksi 0 535 0 289 0 475 63 4 6 5 7 6 8 7 9 8 10 9 11 10 11 1 3 2 4 3 5 4 6 5 7 6 8 7 9 8 10 9 11 10 11 2 075 3 864 2 140 4 441 2 718 2 256 2 110 6 452 1 225 5 896 0 853 5 340 0 481 4 784 0 109 0 000 3 050 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 -1 844 -4 767 -1 015 2 075 3 864 2 140 4 441 2 718 2 256 2 110 6 452 1 225 5 896 0 853 5 340 0 481 4 784 1 844 4 767 3 050 Maximum moment and bending stress values From To Maximum Minimum Max abs Node moment moment moment kip -ft kip -ft kip -ft 1 3 12 348 0 000 12 348 2 4 2 078 0 000 2 078 3 5 23 585 0 000 23 585 4 6 3 411 0 000 3 411 5 7 33 709 0 000 33 709 6 8 4 001 0 000 4 001 7 9 68 603 0 000 68 603 8 10 4 032 -5 111 -5 111 9 11 68 603 -28 613 68 603 10 11 5 111 -33 416 -33 416 0 259 0 405 0 224 0 274 0 168 0 139 0 130 1 870 0 355 1 404 0 203 0 962 0 087 0 677 0 015 0 000 0 328 Maximum ben str ksi 5 255 0 884 7 775 1 125 7 676 0 911 8 375 0 492 7 221 0 538 0 000 0 000 0 000 0 000 0 000 0 000 0 000 Maximum shear and shear stress values From To Maximum Minimum Max abs Maximum Minimum Max abs Node shear shear shear shr str shr str stress n k kip kip ksi ksi ksi 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 261 0 512 0 109 Minimum ben str ksi 0 259 0 405 0 224 0 274 0 168 0 139 0 130 1 870 0 355 1 404 0 203 0 962 0 087 0 677 -0 261 0 512 0 328 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 624 -3 012 3 518 Max abs stress ksi 5 255 0 884 7 775 1 125 7 676 0 911 8 375 0 624 7 221 -3 518 6� PROJECT NAME Clallam County PUD DCI JOB NUMBER 97065 COLUMN LOCATION (frame COLUMN unbraced length X X =1 16 00 ft unbraced length Y Y 1 00 ft k =2 4 LOAD CRITERIA P total axial moment x moment y fa kI /rx kl /ry Govering kl /r Fa (AISC tbl pg 3 -16) fb x fb y Fbx Fby F'ex F'ey= UNITY EQUATIONS (H1 1) (H1 2) (H1 3) 26 78 kips 231 67 ft -kips 0 00 ft-kips 1 65 ksi 62 19 1725 62 19 22.20 ksi 28.28 ksi 0 00 ksi 33 00 ksi 37.50 ksi 38 62 ksi 502 11 ksi Combined stress columns 95161 0 97 0 91 0 93 COLUMN DATA SIZE= AREA Sx Sy rx= ry Fy Cmx Cmy E Governi e 0 93 OK Fri-(7Y)''e C.OL' 1A1I16xSS Page 1 W18x55 16.20 sq in 98 30 in ^3 11 90 inA3 7.41 in 1 67 in 50 ksi 1 00 1 00 29,000 KSI (�S IMP DCI D AMATO CONVERSANO INC. Consulting Engineers Project Subject frHTL 13024 r-rteyle DtSv,o e-w PL ci-r E }-1 o t-(r .J T cAlsid Q NON r,3 U-1 21 EO o 0110n-1 1 h E fDa- F M 24-ox1(1. OM Dc-p 24 IZc) �OLT Fo ra GC- T 13L. So k CSC- IV' PIA A 32 (30 vts CTS d� 3 k) p- IZo 61/ g 2( on +0 sos) -03 c )s) t g W 31 USE V /i( o FI L -CT On-0 0IZ- CP w n &,o PL- -r-E- morvi t✓oT Pte b0 (2 o,5) 2 n I fiYhG 3 91Y Project No. Sheet No. CI„L eYr Pvo en 6oO6 s- bs E P fl1-(M N S r L C11�r�c Coi, 1- LIBitJ6) I i PLR r /3 'c f G, E FO(t a 'h4- (41104) F c. Y 076 f-6 44- Z 0 ZA SD x O, X (00E4,0 (0 3) 'x" L (us V 2 Z40,0k o -c,tc G o t. uivf, RU L i 'r) 1 By Date 3 1^1 /17 r (allo,) 4►oa-L d 4ioo (0,3ti) 11s0 I S 1) 0,1Sk 200 k e —n S n=t ct3 U 5 I /2 J ST! PFtti LS DCI D AMATO CONVERSANO INC. Consulting Engineers 0)0K) 117‘, k 1 I� V z it k ((Et- ;3 A fU- )ots) z Project Pd n 2 0 (2 Subject (4.1,0 eft, t5 Project No. Sheet No. FAD ft u31011-1 6 =1 PL-AiJA,E Fni-CE F 172 x12, 24 go LT fob J 6 1 3 Os t c� A 27 25 LTS �TAUO� 34Sk- 'T7v6s 61 By B ate GAS 3/el? 2 d '1o1 '3 M� 77 x "3/4 2Ar o Ft (/P 6 0-8 icr We C/4° x 2 7 8 D t,T 1 4/4 k A „t I rJrrMVIl (.1LY 5 4 '8 4 p O D r 1 V ft vttA 2 4 1 1 c 5 c (4) I�� A �2 5 i) Poll DCI D AMATO CONVERSANO INC. Consulting Engineers Subject Project /k i&J n i3 L0‘, &kW I nC, C- H -Y =1o1 k FD k 3 42x12 22 Z8 Pc-n-PVT ZQ S, S� k 43 k PDT O Fe, V- Project No. Sheet No. 17065 By Date 3 /IZ 7. DCI D AMATO CONVERSANO INC. Consulting Engineers Subject Project e,blm ga t (Lo E l-otro, .tl- I f 14- 1A2m lo, ,4Sk 3 7o k (,vmv h t 2 Project No. Sheet No. 17065 6� By Date S 3)9/17 P1t iloR- goy, D551 1 Lo v,' I w/ ;0 LT Cat VS 1 04/4 3,S) k Ojt'P Rvt o F 3 /4- 1' T-4 rz4e- C7 a40 &t- eiRstv 0,3 sn, 4 3 6 k (A-36 3 3 I k o IC 8 cb o. C0h1Gn,c'TC 3Doo "7,31 k 2,000 Ps, eo &C.) I,JR,oi oi 2 W Y 1 3 0 L-Y 6400 6 4s 1,1.11 P S 3, o 3 I: AL-1-01.d A L.t` jr s i 00 1,)A-» ors 3 /4' (Zoo ^J/ ?0130 1J k $`t 51 I(A r)' I lfi g� 4'4 k O ■J CPe. iJ n 1rJE-0 (AM- o,PJc, 0, 9 3 A 3 g p tL USE (4) 5 4' A 31 Oo IA)/ °1" YY‘66--o o,L r 34.9.2 Allowable Load Capacities for Installations Using Threaded Anchor Rod in Concrete The bond strengths in the following table are based on applying a safety factor of 4 to the ultimate load capacities of the epoxy injection gel for three concrete compressive strengths. The allowable steel strength values are based on the AISC Manual of Steel Construction (Ninth Edition). Values for B-7 steel rod are based on A325 capacities. The allowable load used should be the lesser of the bond or steel strength. Tension Anchor Hole Size Size (inches) (inches) Embed Allowable Bond Strength (lbs.) Depth 2000 psi 4000 psi 6000 psi (inches) Concrete Concrete Concrete Allowable Steel Strength (lbs.) A36 A307 e7 304 SS Steel Steel Steel Steel 316 SS Steel 1/4 1/4 1/4 3/8 3B 3/8 3/8 12 12 1/2 1/2 5/8 5/8 5/8 5/8 3/4 3/4 3/4 3/4 7/8 7/8 7/8 7/8 1 -1/4 1 -1/4 1 -1/4 1 -1/4 1 3B 1 3B 1 3/8 1 3/8 1 12 1 1/2 1 12 1 1/2 Shear 1-1/8 1 1/8 1 1/8 1-1/8 1 38 1-3/8 1 3B 1 3/8 1 -12 1-1/2 1 12 1 12 1 -5B 1-5/8 1 -58 1-5/8 5/16 5/16 5/16 7/16 7/16 7/16 7/16 9/16 9/16 9/16 9/16 3/4 3/4 3/4 3/4 7/8 7B 7/8 7/8 1 1 1 1 1/4 5/16 3/8 7/16 1/2 9/16 5/8 3/4 3/4 7/8 7/8 1 1 1 1/8 11/4 13B 138 112 1 12 1 -5/8 1 2 3 4 6 9 12 1 1/2 2 -1/4 3-3/8 4 -12 2 3 4-1/2 6 2-1/2 3-3/4 5-5/8 712 3 4-1/2 6-3/4 9 3-12 5-1/4 7-7/8 10-12 5 7 1/2 11 1/4 15 5-1/2 8-1/4 12-3/8 16-1/2 6 9 13-1/2 18 1 1 12 2 2-1/2 3 3-1/2 4 5 5-1/2 6 350 590 965 755 1130 1,945 2,335 1280 1,920 2,880 3,840 2,130 3,195 4,795 6,390 2,480 4,465 6,700 8,930 3,965 5,940 8,915 11,880 5,115 7,660 11,505 15,340 7,750 11,630 17 445 23,225 9 ,275 13,915 20,870 27,825 10,395 16,400 24,605 32,805 620 1,620 2,780 4,415 7,315 9,015 13 ,285 20.865 24,365 28,195 400 720 1120 1 195 1,675 2,270 2,835 1,970 2,840 4,360 4,925 2,490 3,960 7,545 7,900 2,585 4,640 9,735 11,120 4,730 8,505 10,595 15,890 6,375 9,630 14,890 20,150 10,195 15,295 22,940 30,590 12,200 18,300 27 450 36,600 14,385 21,575 32,360 43,145 620 1,620 2,780 4,415 7,315 9,015 13,285 20,865 24,365 28,195 550 1 105 1,560 1,390 1,960 2,815 3,420 2,190 3,160 4,615 5,815 3,225 4,840 8,010 9,680 3,730 6,170 10,150 13,035 5,585 9,005 13,010 17,975 7,750 10,640 16,860 23 ,245 11,745 17,620 26,430 35 ,240 14,055 21,080 31,620 42,160 16,565 24,850 37 ,275 45,705 620 1,620 2,780 4,415 7,315 9,015 13,285 20,865 24,365 28,195 .I 940 980 940 980 940 980 2,100 2,200 2,100 2,200 2,100 2,200 2,100 2,200 3,745 3,920 3,745 3,920 3,745 3,920 3,745 3,920 5,865 6,140 5,865 6,140 5,865 6,140 5,865 6,140 8,440 8,840 8,440 8,840 8,440 8,840 8,440 8,840 11,480 12,020 11,480 12,020 11 480 12,020 11 480 12,020 14,995 15,700 14,995 15,700 14,995 15,700 14,995 15,700 23,400 24,540 23,400 24,540 23,400 24,540 23,400 24,540 28,400 29,700 28,400 29,700 28,400 29,700 28,400 29,700 33,700 35,340 33,700 35,340 33,700 35,340 33,700 35,340 485 1,090 1,940 3,040 4,380 5,950 7,770 12,150 14,690 17,940 490 1,100 1,960 3,070 4,420 6,010 7,850 12,270 14,850 17,670 2,160 2,160 2,160 4,840 4,840 4,840 4,840 8,625 8,625 8,625 8,625 13,510 13,510 13,510 13,510 19,450 19,450 19,450 19,450 26,445 26,445 26,445 26,445 34,540 34,540 34,540 34,540 53,990 53,990 53,990 53,990 65,340 65,340 65,340 65,340 77,750 77,750 77,750 77,750 1,030 2,310 4,115 6,450 9,280 12,620 16,485 25,770 31 160 37 110 1,210 1,210 1,210 2,720 2,720 2,720 2,720 4,850 4,850 4,850 4,850 7,560 7,560 7,560 7,560 10,940 10,940 10,940 10,940 14,875 14,875 14,875 14,875 19,430 19,430 19,430 19,430 30,370 30,370 30,370 30,370 36,730 36,730 36,730 36,730 43,735 43,735 43,735 43,735 625 1,400 2,500 3,915 5,635 7,665 10,010 15,645 18,920 22,530 1210 1,210 1,210 2,720 2,720 2,720 2,720 4,850 4,850 4,850 4,850 7,560 7,560 7,560 7,560 10,940 10,940 10,940 10,940 14,875 14,875 14,875 14,875 19,430 19,430 19,430 19,430 30,370 30,370 30,370 30,370 36,730 36,730 36,730 36,730 43,735 43,735 43,735 43,735 Anchor Size (inches) Hole Embed. Allowable Bond Strength (lbs.) Size Depth 2000 psi 4000 psi 6000 psi A36 (inches) (inches) Concrete Concrete Concrete Steel Allowable Steel Strength (lbs.) A307 B7 304 SS Steel Steel Steel 316 SS Steel 625 1,400 2,500 3,915 5,635 7,665 10,010 15,645 18,920 22,530 121 70 DCI D AMATO CONVERSANO INC. Consulting Engineers i P P ura) Ni Subject r r SPA sioti l,L= a—S Qsr DL= S. PSF hm.o 0 C)os H tAL, L S 0 0 0 2 1) D 4 2 Sb00 12 0,6sx SO 3 )OSE 14A q q'' -Puru -i s SPl,lo� CoNIJ 0 Sofrott--r I -1 •1- 4 I 4 Project PLO 1 Th (L t 4 -F ftJ 3,1S k Project No. D6 S `1 By CA S L�, Cfrvrrz -r of 14 By in Sheet No. (pa 3, Oo SD x S l8 X 0,034-1/� 22 500o I' 4 07 3tDx 2 USE OSe 42-o Lo0 14 CL-t rua- a1E- W� (d) M5" 4 6 13o vr3 C +v-tx_ pow p.5 0-o r 6rr u.= S f5F h Srftr,lrs 19L- PS f 3 W 2 ,4 3o ='1SPur M 3 e rue- s L 3/6x ZOfr V3 CV- Date 3 /Z, 197 Irmr N.A. 4 50 INPUT d= 9 c= 4 50 i= 7 8 in ^4 Io +Ad ^2 S= 1 74 inA3 =1 /c r= 2.74 in I (I /A) ^0 5 Moment Of Inertia -Z purlin blST/ I I S Project #97065 Moment of Inertia Section Modulus 14 GAGE 9" Z- Purlin I Item b h Y Area AY lo d AdA2 I 1 2 00 0 08 0 04 0 15 0 0 4 3 2 0 08 0 65 0 32 0 05 0 0 4 1 3 0 08 8 60 4 50 0 65 3 4 0 0 4 0 08 0 65 8 68 0 05 0 0 0 0 5 2 00 0 08 8 96 0 15 1 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 sums= 1 04 5 4 4 0,b)(so 4,,s14 Page 1 Weight= 3.54 plf 4,1,19) (w/PlY60 ioS) 12x435 0113 k/p I.LUvI LL 1 0 5 5rsr 2i QSF -1.51.3F DL p 0 W? aLio., u,= 8/0 3 PSr 14,4 t'SF S N.A. 4 50 INPUT d= 9 c= 4 50 I 7 8 inA4 =lo+AdA2 S= 1 74 in ^3 =1 /c r= 2.74 in (I /A) ^0 5 Moment Of Inertia Z purlin b<ISTINki Pd a,L I rJ S Project #97065 Moment of Inertia Section Modulus 14 GAGE 9" Z- Purlin Item b h Y Area AY lo d AdA2 1 2 00 0 08 0 04 0 15 0 0 4 3 2 0 08 0 65 0 32 0 05 0 0 4 1 3 0 08 8 60 4 50 0 65 3 4 0 0 4 0 08 0 65 8 68 0 05 0 0 0 0 5 200 008 896 015 1 0 0 0 6 0 00 0 00 0 00 0 00 0 0 0 0 7 0 00 0 00 0 00 0 00 0 0 0 0 sums= 1 04 5 4 4 00)(SD)cli* .0S14 Weight= 3 54 plf 14w) JoS) 12 x 4035 0,15 k/ W (A-s 1s) &x p 0 2 Put.' u, 8/ 3 PSr )4 4 t'Si S Page 1 4-1,W LI. 130 5 ►'SF ZI P5F 5 19.3F 01- DCI DAMATO CONVERSANO INC. Consulting Engineers Subject Wt Loi �a_ e5 P1 14) 2 r sr- Project LA- r'�rca v o C> 7S )7 x2i I 4- 1' S I1 '22 cit V x 3 22 S to k z V v 1 00 6 )0 160 ror7 a Ll B f- A iTh(Lnrn t DCS) 6, rJ CLAW, r v ?uo 2 L-opo TD CST L W r5 i tL.! 2,0072 =i 218' LD/cro TO 8 (LA e.-E mo t- 4 S- L 0 Project No Sheet No. 97o6S '13 By Date s /97 T (°'°1/6t95 cns s�- 1 1 1"1 6 ;3 •0,33 rn x+Sir Te utJ 'R-OD )S G A 04-41A 7 03; lo OK DCI Job Description 97065 Clallam PUD Span Information (INPUT) Span 20 00 ft Uniform Total Load 78 plf Uniform Live Load 65 plf Span Calculations (OUTPUT) Moment 3875 ft lbs Shear 717 lbs S rqd 20 2 in ^3 A rqd 5 7 in ^2 I rqd (TL) 174 inA4 I rqd (LL) 218 inA4 Beam Reaction 775 lbs Total Load defl I /x= 261 4 -C/ f eo 0 Live Load Defl 1 /x= 314 L ..1 /2,4n 0 k WOOD BEAM CAPACITY (Based on 91 NDS) Wood Beam 91 NDS cs1 Beam Information (INPUT) Grade 20F V3 Fb 2 000 psi Fv 165 psi E 1 600 000 psi Cd (load duration 1 15 Cf (Size Factor) 1 00 Cv (Volume Factor) 1 00 Cr (rep Member) 1 00 Beam Width 3 13 inches Beam Depth 9 00 inches Beam Calculation (OUTPUT) Fb' 2 300 psi Fv' 190 psi E' 1 600 000 psi S act 42 19 iO3 A act 28 13 i02 I act 189 84 inA4 Deflection= 0 919 in Dead Load Deflection= 0 153 in Recommended Camber= 0.230 in Page 1 Table 23 -1 A 1 Table 23 -1 A -4 or Table 23 -1 -C -1 Snow load etc. Nominal 2x 4x, Footnote 3 23 -1 A 1 Glulams only per 2312 4 5 Joists etc only 1 15 Beam Check' OK OK RSZOkr ft) It IGlulams only goof Derktrrcm AO (A/ DCI DAMATO CONVERSANO INC. Consulting Engineers PP S MA X iZ.I x 1 O 7 (o 1 k Subject Project Project No. Sheet No. 1--41 Pu0 g_ 17060 7j 4- 4- 4--t 4- .4 L Ib L 4'!e.,1 4'h Yel 0.) 3 /4 A 3 a") Bo ti C optui m F (2) 3 4 et) A ;v1 130 vS 77) fliervir 4, A i,33 VO 7.01 1.- K. OAP/114-7b o F (4) '/2' 4, A 3 °7 B o LTS TD P orLL r J P (1.00 50xoo x y )0 101E By bate aA-S gA1/17 Ctt v Puri ►T ruw,J -Iv_ DP FvtzcE T 0, A ob,c SOXlad =3i,2 ok ExIST Piz O rc DCI DAMATO CONVERSANO INC.' Consulting Engineers Subject Project Zoo r C i !3 6 Fg_nym fv2 OUc 1 -J: 5(00 12 n/ 0,61 rc3(v000 2 f N3 1"r w 4413 4-6 1K Z 11,3 1 -d Q Pi 0,0 3 u5E kJd4' 13 DrL I G, TN Project No. 'DOGS By LS (OaJ r D ST i ueu r 1120 t 6 g 127g r 3 bi-" os e 1 o '&q SlnC Of 1 T1 Sheet No. Date 4-3-57 LAI El.-0 DCI D AMATO CONVERSANO INC. Consulting Engineers Subject Woo y S o friA cook) 10 F(l E hotrvt, \r-) r G trp S NS F (p 1 o o O c `/4 Project GI- 11-L1.-A' R rie, 1( Project No. Sheet No. 97o4s By 6413 `l 1 4-2-17