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Specifications (12)
GPD GROUP/ac(a JOBNO. . 01.6. 35 5.37 MADE BY grg DATE 7/2g/17 FOR STARBuck !... T1GsARD/ OR CHECKED BY DATE SUBJECT DES(GN L OAOS 13 U(t D IN 6 C00 E - 201 0 RE&Oisi TRvcr-vikAL SPEcuALry CODE WIND: V.= IIDrPN (1)L-T) rIPH (A-60) RISk (A-I-6604y: - 'cPOscn e: BEV'. I.o t = a Do 2.560kz)(k2Y)(kc)(V)1 kZ= 0.7 k2T =1.0 k0=OQ5 ePo-;o =(0.00256)6o•7)(1.0CO3g5)6I to)Z = l 8. if P5 11W FR 1. (S!mew Flan) vtl,-n,a6 : Pfq = kir- I°s 3 0 = (1. 0)0.49)(ie = 14.2 PSF coo-) a.= 3Ft 24 = 12sc = (1.0)CI.0)(12.7) = 12.7P5f Cutr) PARAPET: Ppw, ^(%/Y64PAI) ---:C I8.'i-)O.S) = 27. 6 Ps P Cuu7-) PPL7-(t9•4)0.0) = ($. + PSF Cul-7) C &. C: CtOSF) cc ttiPc-iFi6p) WAU,.y: Poets ' a kir Pnrr3a = (1.0)(i.0)(29.1) = 21. 1 PSFC(A.T) a.�3j- Pner4 =C1.o 1.0)423.6) = 216 PSFCAT) ROOF: Poe,rt = CI.o)CI-0)C 36.5) = 36. S PsFCuc.T-) Pnp704;4)0.0(21.R) 21.8PSFC�`r) PARAPET": P =Qp( 6cp- C c 1) = (1g_to( (.1 1.2 t 0.6) 42.3 PSP(ur-T) (WEAN-AA/6 : P= q. (6c,-6,e6) -,..70$3.4)0.7 f 1.)) — 51.5 PCF • • Job Sheet No. _ or J GPD GROUP. Calculated by ( Date 6/k Gu Pyk. orr et,Burns 0.41aven trIc Checked by Date cl- {- 5tr ) r (,‘ - 3 (1'; 71 ) it-QC ) ( r F ;ttti r) tr ;41) (c,-- rsi ) vro vcij rt, 1(0 10 e.st- 14k , 11 7rr PL: 14 pr - '- Job Li - C Lt. Sheet No. i . .0r.'.4.4.'' 4e.. of GPDt—� r^ j r !� Date.< (.1I---1, !t" D G R V U 1"c, Calculated by .--- - . .' --- eLus,vyy„Se37nmer,&.a,.e aenaseu,rru. Checked byDate ....----_ _.....-_...... yy L. Mtvin 0. nC lija11 ILL /1 11 x a 3 11 - - Pk' ( 11 rl Pc F) T (ot 6, Q) LE ) t, IJ-1 p.sr) s < ,V r , 10 ' \ (1 1 )( I\ ( ....,A ( : 9,487 -2I 9.5 k c,? r ,) ,\ , ,, i,,_ , ,, 7.) '\ ( i\ \l' ( C.,- iCr, ) (19,4r ,w k 0 t'7 , ' ' (c i ( 4'' ' .7 1--(-r) -1- ', j ' )1 Lt,,A. 01- I'C'-`11 ICI—if RS F 4- (Et I - , V') h, t, ,____ .1 , 1) k ir, , b .- 9.5 k ,� r() -- -11 Wo 11 .. t , P s , r' x. 2 6, :, 1 Iv : , rG Job 2—Q 11-:3 5. 3 7 Sheet No. ryJ of GPD GROUP® Calculated by LP Date 9/ ?1/17 Giros,Pyle,Schomer,Burns&oerraven,Inc. Checked by Date 6 1J 13.ul l ,r Lh a ) z " 1 3 v= CciL ) (►i. Ps ) i--(01,S) (0 _ 1 PSF) i- C�LF,8') (.. 4' )( -).Gf- P$F) cyt U= (G') ( (')C i1( ) CG')C (.33') ( (),7 Pse) 4- X213' (), � 'a `�G ps � c .) 4-(9,7 ) ( 1),(31) NO s Say Es6A wG i, V : g b9 = ETA-\ ycII 1 v� CG')(c) ( 1r)- PSS) 11-(C1)6 .3 (U1 P36) t a-as') (`1-16f)F) ( 7 )( 1C°33') ( pse) Job (A31;-3-1 �`v Sheet No. 4 of :#1.4&.' GPD GROUP® Calculated by G Date 1 e j!7 Gbus,vyle,scbome,sum:&Denaven,fnc. Checked by Date LC1\60 oP la 6v : 27' 161 ft Lo.1 n€- ,)\-) 1 l 1 �5. 8oK) 3 .1- 11' (\14) / 6i- Rcs,04 = C ,C? 3.144K z . ,0 6 1/t, _ Nick? urf,11 1- 3.06 N i.I f ro VGA ' 3___ 60 = 3.01 10, �,7 U-2 `� � Ply,.c 4 Zd nUt s @ p. = 35 O! F • 0.0,1 3. (3612) _ � c q 11 - VU -s 5 ( -QGS Covcc1g ) s `®mo „ .,. ..,.:.e,,,, ,' ....•,,,,,,,_ --- 1 ... -i, ,,,---- ; _ .. , i ,. _ , _ ... ,,'- . ... . . . .„, ,,„ . _ _ ,. , . „ , ., s ,.. s_ .„.. ,.„,..... ,,, ,,,‘, .. ..„., ..„.... ..„ . _,. . „ . . .. 1,-- h , , , _ Page 8 Jan218 at 12:33 PM 1 New Building Frame-Delta 3.r3d • Company : Jan 22,2018 Designer :lil Job Number Che ed By: PM R1SA Model Name Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 1 N1 0 0 0 0 2 N2 0 0 12 0 3 N3 0 0 30 0 4 N5 29.5 0 0 0 5 N6 29.5 0 12 0 6 N7 29.5 0 30 0 7 N8 0 12.25 0 0 8 N10 0 12.25 30 0 9 N11 29.5 13 0 0 10 N12 29.5 13 12 0 11 N13 29.5 13 30 0 12 N16 0 16 0 0 13 N17 0 12.25 12 0 14 N18 0 16 30 0 15 N19 29.5 16 0 0 16 N20 29.5 16 12 0 17 N21 29.5 16 30 0 18 N22. 0 8.667 0 0 19 N23 0 8.667 12 0 20 N24 0 8.667 ' 30 0 21 N25 29.5 8.667 0 0 22 N26, 29:5 8.667 12 0 23 N27 29.5 8.667 30 0 24 N38 -5.417 8.667 30 0 25 N39 -5.417 8.667 -5.417 0 26 N40 30.917 8.667 -5.417 0 27 N41 30.917 8.667 30 0 28 N42 -5.417 8.667 28.667 0 29 N43 0 8.667 28.667 0 30 N44 -5.417 8.667 19.667 0 31 N45 0 8.667 19.667 0 32 N46 -5.417 8.667 10.333 0 33 N47 0 8.667 10.333 0 34 N48 -5.417 8.667 1.333 0 35 N49 0 8.667 1.333 0 36 N58 30.917 8.667 -2 0 37 N59 29.5 8.667 -2 0 38 N60 30.917 8.667 4.167 0 39 N61 29.5 8.667 4.167 0 40 N62 - 30.917 8.667 ,. 11.75 0 41 N63 29.5 8.667 11.75 0 42 N64 30.917 8.667 19.333 0 43 N65 29.5 8.667 19.333 0 44 N66 -2 8.667 28.667 0 45 N67 -2 8.667 19.667 0 46 N68 -2 8.667 10.333 0 47 N69 -2 8.667 1.333 0 48 N74 - 0 11.667 28.667 0 49 N75 0 11.667 19.667 0 ' 50 N76 0 11.667 10.333 0 51 N77 0 11.667 1.333 0 52 N82 0 12.25 28.667 0 53 , N83 0 12.25 19.667 0 54 N84 0 12.25 10.333 0 55 j N85 0 12.25 1.333 0 RISA-3D Version 16.0.0 [O:\...\...\...\...\Structural Calculations\New Building Frame - Delta 3.r3d] \ Page 9 Company : Jan 22, 2018 Designer : 12:38 PM IIIRISA Job Number : Checked By: Model Name Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Z jk/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N1 Reaction Reaction Reaction Reaction Reaction Reaction 2 N5 Reaction Reaction Reaction Reaction Reaction Reaction 3 N2 Reaction Reaction Reaction 4 N3 Reaction Reaction Reaction 5 N6 Reaction Reaction Reaction 6 N7 Reaction Reaction Reaction 7 N10 Reaction Reaction 8 N13 Reaction Reaction 9 N12 Reaction Reaction 10 N18 11 N21 12 N17 13 N20 14 N16 15 N19 16 N8 Reaction Reaction 17 N11 Reaction Reaction 18 N38 Reaction Reaction Reaction 19 N41 Reaction Reaction Reaction 20 N59 Reaction Reaction Reaction 21 N82 Reaction Reaction 22 N83 Reaction Reaction 23 N84 Reaction Reaction 24 N85 Reaction Reaction 25 N40 Reaction Reaction Reaction 26 N39 Reaction Reaction Reaction Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 DL DL -1 4 8 2 RLL RLL 4 4 3 SL SL 4 WL+X WL+X 7 3 5 WL+Z WL+Z 2 1 6 WL-X WL-X 3 3 7 WL-Z WL-Z Load Combinations Description Sol..PD...SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... 1 IBC 16-8 Y DL 1 2 IBC 16-9 Y DL 1 LL 1 LLS 1 3 IBC 16-10... Y DL 1 RLL 1 4 IBC 16-10... Y DL 1 5 IBC 16-11 ... Y DL 1 LL .75 LLS .75 RLL .75 6 IBC 16-12... Y DL 1 W... .6 7 IBC 16-12 ... Y DL 1 W .6 8 IBC 16-12... Y DL 1 W. .6 g IBC 16-12 ... Y DL 1 W.. .6 10 IBC 16-13... Y DL 1 W. .45 LL .75 LLS ,75 RLL 11 IBC 16-13... Y DL 1 W... .45 LL .75 LLS .75 RLI-1 .75 12 IBC 16-13... Y DL 1 .45 LL 75 LLS .75 RLL .75 13 IBC 16-13... Y DL 1 W... .45 LL .75 LLS .75 RLL .75.._ 14 IBC 16-13... Y DL 1 W... .45 LL .75 ILLS .75 : 1_ RISA-3D Version 16.0.0 [0:\...\...\...\...\Structural Calculations\New Building Frame - Delta 3.r3d] '_ Page 10 Company : Jan 22,2018 Designer : 12:38 PM iiIRISA Job Number : Checked By: Model Name : Load Combinations (Continued) Description Sol..PD...SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... 15 IBC 16-13... Y DL 1 W... .45 LL .75 LLS .75 16 IBC 16-13 .. Y DL 1 W.....45 LL .75 LLS .75 17 IBC 16-13... Y DL 1 W. .45 LL .75 LLS .75 18 IBC 16-15 Y DL .6 W... .6 19 IBC 16-15... Y DL .6 W... .6 20 IBC 16-15>... Y DL .6 W`.. .6 21 IBC 16-15... Y DL .6 W. .6 22 DL ONLY Yes Y DL 1 23 RLL ONLY Yes Y RLL 1 24 W+X ONLY Yes y w... 1 25 W-X ONLY Yes y W... 1 26 W+ZONLYYes y w..-, 1 27 moment fr...Yes Y W... 1 Wood Material Properties Label Type Database Species Grade Cm Emod Nu Therm (\...Dens[k/ft^3L 1 DF Solid Sawn Visually Gr.. Douglas Fir-Larch No.1 1 .3 .3 .035 2 SP Solid Sawn Visually Gr.. Southern Pine No.1 1 .3 .3 .035 3 HF Solid Sawn Visually Gr.. Hem-Fir No.1 1 .3 .3 .035 4 SPF Solid Sawn Visually Gr.. Spruce-Pine-fir No.1 1 .3 .3 .035 5 24F-1.8E DF B... Glulam NDS Table...24F-1.8E_DF_BAL na 1 .3 .3 .035 6 24F-1.8E DF U... Glulam NDS Table..24F-1.8E_DFUNB.. na 1 .3 .3 .035 7 24F-1.8E SP B.. Glulam NDS Table.. 24F-1.8E_SP__BAL na 1 .3 .3 .035 8 24F-1.8E SP U... Glulam NDS Table..24F-1.8E_SP_UNB... na 1 .3 .3 .035 Hot Rolled Steel Properties Label E[ksi] G[ksi] Nu Therm(\1 E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36 Gr36 29000 11154 ' .3 .65 .49 36 1.5 58 12 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[fttLcomp bot[ftl.L-torqu... Kyy Kzz Cb Function 1 M1 HSS4x4x4 12.25 Segment Segment Segment Segment Lateral 2 M2 HSS4x4x4 16 Segment Segment Segment Segment Lateral 3 M3 HSS4x4x4 16 Segment Segment Segment Segment Lateral 4 M4 HSS4x4x4 16 Segment Segment Segment Segment Lateral 5 M6 HSS6x6x6 16 Segment Segment Segment Segment Lateral 6 M7 HSS6x6x6 16 Segment Segment Segment Segment Lateral 7 _ M10 HSS5x4x4_ 18 0 Lateral 8 M11 HSS5x4x4 12 0 Lateral 9 M12 HSS8x4x4 18 0 Lateral 10 M13 HSS8x4x4 12 0 _ Lateral 11 M18 C12x20.7 35.417 I Lbyy Lateral 12 M20 C12x20.7 35.417 _ Lbyy Lateral 13 M21 HSS4x3x4 5.417 Lbyy _ Lateral 14 M22 HSS4x3x4 5.417 Lbyy Lateral 15 M23 HSS4x3x4 i' 5.417 ! Lbyy 1 teral RISA-3D Version 16.0.0 [O:A...A...A...A...AStructural Calculations\New Building Frame - Delta 3.r3d] / \Page 11 ., Company : Jan 22,2018 Designer : 12:38 PM Job Number : Checked By: Model Name Hot Rolled Steel Design Parameters (Continued) Label Shape Lenoth[ftl Lbvv[ftl Lbzz[ftl Lcomp topfftl Lcomp bot[ft1 L-torgu... Kvv Kzz Cb Function 16 M24 HSS4x3x4 5.417 Lbyy Lateral 17 M29 HSS4x3x4 1.417 Lbyy Lateral 18 M30 HSS4x3x4 1.417 Lbyy Lateral 19 M31 HSS4x3x4 1.417 Lbyy Lateral 20 M32 HSS4x3x4 1.417 Lbyy Lateral 21 M41 PIPE .5 6.192 Lateral 22 M42 PIPE .5 6.192 Lateral 23 M43 PIPE .5 6.192 Lateral 24 M44 PIPE .5 6.192 Lateral 25 M49 W10x15 30 Lbyy Lateral Wood Design Parameters Label Shape Length[ft le2[ftl lel[ft] le-bend to...le-bend bo... Kyy Kzz CV Cr y sway z sway 1 M33 6X6 3.583 2 M34 6X6 3.583 3 M35 6X6 3.583 4 M36 6X6 3.583 Joint Loads and Enforced Displacements (BLC 1 : DL) Joint Label L,D,M Direction Maonitude[(k,k-ft), (in,rad), (k*s^2/ft... 1 N67 L Y -.474 2 N66 L Y -.267 3 N68 L Y -.474 4 N69 L Y -.284 Joint Loads and Enforced Displacements (BLC 2 : RLL) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft... 1 N67 L Y -.474 2 N66 L Y -.267 3 N68 L Y -.474 4 N69 L Y -.284 Joint Loads and Enforced Displacements (BLC 4 : WL+X) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad),(k*s^2/ft... 1 N66 L Y .294 2 N69 L Y .294 3 N67 L Y .523 4 N68 L Y .523 5 N17 L X .27 6 N18 L X .162 7 N16 L X .108 Joint Loads and Enforced Displacements (BLC 5 : WL+Z) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft... 1 N16 L Z .257 2 N19 L Z .257 Joint Loads and Enforced Displacements (BLC 6 : WL-X) L X g [( -.108 ) ( ^ Joint Label L,p M Direction Ma nitude k,k-ft, (in,rad), k*s 2/ft.. 1 N19 2 I N20 L X -.27 3 I N21 1 L X I -.16 _r, --- I RISA-3D Version 16.0.0 [0:\...\...\...\...\Structural Calculations\New Building Frame- Delta 3.r3d]>° Page 12 '; ' Company : Jan 22, 2018 Designer 12:38 PM IiIRISA Job Number : Checked By: Model Name : Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F,... Start Location[ft,%] End Location[ft,%] 1 M12 Y -.025 -.025 0 0 2 M13 Y -.025 -.025 0 0 3 M10 Y -.105 -.105 0 0 4 M11 Y -.105 -.105 0 0 5 M13 Y -.05 -.05 0 0 6 M12 Y -.105 -.105 0 0 7 M18 Y -.032 -.032 0 0 8 M20 Y -.032 -.032 0 0 Member Distributed Loads (BLC 2 : RLL) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F,... Start Location[ft,%] End Location[ft,%] 1 M12 Y -.025 -.025 0 0 2 M13 Y: -.025 -.025 0 0 3 M18 Y -.032 -.032 0 0 4 M20 Y -.032 -.032 0 0 Member Distributed Loads (BLC 4 : WL+X) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F,... Start Location[ft,%] End Location[ft,%] 1 M10 X .2 .2 0 0 2 M11 X 2 .2 0 0 3 M18 Y .035 .035 0 0 Member Distributed Loads (BLC 5 : WL+Z) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F,... Start Location[ft,%] End Location[ft.%] 1 M18 Y -.035 -.035 0 0 Member Distributed Loads (BLC 6 : WL-X) Member Label Direction Start Magnitudefk/ft,... End Magnitudefk/ft,F,... Start Locationfft,%1 End Locationfft,%1 1 M12 X -.2 -.2 0 0 2 M13 X -.2 -.2 0 0 3 M20 Y .035 .035 0 0 Envelope Joint Reactions Joint X[k] LC Y[k] LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k-ft] LC 1 N1 max 0 25 2.046 22 .037 26 .135 26 0 25 2.1 22 2 min -.561 22 -.161 24 0 25 0 25 -.676 24 0 25 3 N5 max .673 25 1.016 22 .808 25 3.274 25 2.468 25 .013 26 4 min -.003 26 -.073 25 -.001 26 0 24 0 24 -2.577 25 5 N2 max 0 25 3.719 22 .01 22 0 22 0 22 0 22 6 min -.185 24 -2.019 24 .006 24 0 22 0 22 0 22 7 N3 max 0 25 1.701 22 .017 24 0 22 0 22 0 22 8 min -.024 24 -.929 24 -.032 22 0 22 0 22 0 22 9 N6 max .67 25 3.454 22 .033 25 0 22 0 22 0 22 10 min 0 24 -.872 25 0 24 0 22 0 22 0 22 11 N7 max .45 25 1.258 22 .054 25 0 221 0 22 0 22 12 min -.003 22 -.019 25 -.062 22 0 22 0 22 0 22 13 N10 max .122 22 0 22 .741 22 0 22 0 22 0 22 14 min 0 25 0 22 _-.457 24 0 22 0 22 0 22 15 N13 max 1.159 25 0 22 .249 22 _0 22 0 22 0 22 16 min -.003 23 0 22 0 24 0 22 0 22 0 22 17 N12 max 2.391 25 0 22 .269 25 0 22 ! 0 22 0 22 181min -.121 22 0 22 -.081 22 0 22 0 22 2 RISA-3D Version 16.0.0 [O:\...\...\...\...\Structural Calculations\New Building Frame - Delta 3.r3d]o _ Page 13 ' Company : Jan 22,2018 iIRISA I Designer : 12:38 PM Job Number : Checked By: Model Name Envelope Joint Reactions (Continued) Joint X[k] LC Y[k] LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k-ft] LC 19 N8 max 0 25 0 22 .036 24 0 22 0 22 0 22 20 min -.147 24 0 22 -.491 22 0 22 0 22 0 22 21 N11 max .653 25 0 22 1.004 25 0 22 0 22 0 22 22 min -.033 ' 22 0 22 -.458 26 0' 22 0 22 0 22 23 N38 max 0 25 .807 22 .377 24 0 22 0 22 0 22 24 min -.714 24 0 25 0 25 0 22 0 22 0 22 25 N41 max .219 25 .581 22 .09 26 0 22 0 22 0 22 26 min 0 24 -.109 25 -.513 25 0 22 0 22 0 22 27 N59 max .448 25 .007 22 .642 25 0 22 0 22 0 22 28 min -.006 26 -.006 - 25 -.003 26 0 22 0 22 0 22 29 N82 max .012 26 0 22 0 24 0 22 0 22 0 22 30 min -.744 24 0 22 0 25 0- 22 0 22 0 22 31 N83 max .103 23 0 22 .041 24 0 22 0 22 0 22 32 min -1.631 24 0 22 -.052 22 0 22 0 22 0 22 33 N84 max .358 22 0 22 .187 24 0 22 0 22 0 22 34 min -1.96 24 0 22 -.239 22 0 22 0 22 0 22 35 N85 max .47 22 0 22 0 25 0 22 0 22 0 22 36 min -.642 24 0 22 0 22 0 22 0 22 0 22 37 N40 max 0 26 .266 22 .107 26 0 22 0 22 0 22 38 min -.123 25 -.159 25 -2.473 25 0 22 0 22 0 22 39 N39 max 0 25 .261 22 0 25 0 22 0 22 0 22 40 min -.023 24 -.126 24 -.203 24 0 22 0 22 0 22 41 Totals: max 6.54 25 15.115 22 0 25 42 min -6.54 24 -2.874 24 -.514 26 Envelope Joint Displacements Joint X[in] LC Y[in] LC Z[in] LC X Rotation ... LC Y Rotation ... LC Z Rotation[...LC 1 N1 max 0 22 0 24 0 25 0 25 0 24 0 25 2 min 0 25 0 22 0 26 0 26 0 25 0 22 3 N2 max 0 24 0 24 0 24 5.648e-05 24 1.107e-03 24 0 25 4 min 0 25 0 22 0 22 -9.36e-05 22 -2.903e-04 22 -3.534e-03 24 5 N3 max 0 24 0 24 0 22 3.413e-04 22 0 25 0 25 6 min 0 25 0 22 0 24 -1.753e-04 24 -1.521 e-03 24 -3.429e-04 "24 7 N5 max 0 26 0 25 0 26 0 24 0 24 0 25 8 min 0 25 0 22 0 25 0 25 0 25 0 26 9 N6 max 0 24 0 25 0 24 0 24 0 24 1.403e-02 25 10 min 0 25 0 22 0 25 -9.898e-04 25 -5.645e-03 25 ;0 24 11 N7 max 0 22 0 25 0 22 6.115e-04 22 1.435e-02 25 8.845e-03 25 12 min 0 25 0 22 0 25 1.189e-03 25 0 24 -2293e-05 22 13 N8 max 0 24 0 24 0 22 1.49e-04 22 6.5e-04 24 9.781e-04 22 14 min 0 25 -.001 22 0 24 0 25 0 25 0 25 15 N10 max 0 25 .001 24 0 24 5.119e-04 24 0 25 1.252e-04 26 16 min 0 22 -.003 22 0 22 8.673e04 22 -2.641e-04 24 -2.461e-04 24 17 N11 max 0 22 0 25 0 26 1.79e-03 25 0 24 8.745e-06 26 18 min 0 25 0 22 0 25 -2.809e-05 22 -4.275e-03 25 -1.042e-03 25 19 N12 max 0 22 .001 25 0 22 1.992e-03 25 0 24 0 24 20 min 0 25 -.005 22 0 25 -1.8e-04 22 -5.645e-03 25 -1.875e-02 25 21 N13 23 0 25 0 max 0 5 24 1.733e-03 25 1.435e-02 25 0 24 22 min 0 25 -.002 22 0 22 0 24 0 24 -1.037e-02 25 23 N16 max 0 25 0 24 .015 26 4.307e-04 26 6.5e-04 24 9.782e-04 22 24 min -.044 22 -.002 22 0 25 0 25 0 25 0 25 25 N17 max .038 24 .004 24 0 22 2.896e-04 22 1.527e-03 24 4.08e-03 24 26 min 0 25 -.006 22 0 24 -2.682e-04 24 0 25 I 0 25 27 N18 max .039 24 .001 24 .023 24 5.119e-04 24 0 25 1.252e-04 26 28 I min 1 -.006 26 -.003 122 -.039 22 -8.674e-04 22 -2.641e-04 24 -1.1,53e-93..w,24 1 RISA-3D Version 16.0.0 [O:\...\...\...\...\Structural Calculations\New Building Frame - Delta 3.r3d] Page 14 ' Company : Jan 22,2018 Designer : 12:38 PM IIIRISA Job Number : Checked By: Model Name Envelope Joint Displacements (Continued) Joint X[in] LC Y fin] LC Z[in] LC X Rotation ... LC Y Rotation ... LC Z Rotation[...LC 29 N19 max .036 25 0 25 .064 25 1.79e-03 25 0 24 8.745e-06 26 30 min 0 26 0 22 .00122 -2.809e-05 22 -4.275e-03 25 -9.655e-04 25 31 N20 max .651 25 .001 25 .072 25 1.992e-03 25 0 24 0 24 32 min 0 24 -.005 22 -.006 22 1.8e-04 22 -5.645e-03 25 -1.778e-02 25 33 N21 max .359 25 0 25 .062 25 1.733e-03 25 1.435e-02 25 0 24 34 min 0 24 -.002 22 0 24 0 24 0 24 -9.787e-03 25 35 N22 max .035 22 0 24 0 25 5.463e-05 22 1.171e-03 24 4.585e-04 22 36 min 0 25 -.001 22 -.002 26 0 25 0 25 0 25 37 N23 max .183 24 .003 24 0 22 2.086e-04 22 1.107e-03 24 2.331e-03 22 38 min 0 25 -.005 22 -.002 26 -1.262e-04 24 -2.903e-04 22 0 25 39 N24 max .011 24 .001 24 .003 22 3.402e-04 24 0 25 3.778e-04 22 40 min 0 25 -.002 22` -.001 26 -6.077e-04 22 -1.521e-03 24 0 25 41 N25 max 0 26 0 25 0 24 3.087e-04 25 0 24 2.929e-07 26 42 min -.047 25 0 22 -.069` 25 3.07e-05 '26 4.275e-03 25 4.589e-04 25 43 N26 max 0 24 .001 25 0 24 4.235e-04 22 0 24 0 24 44 min -.779 25 -.005 22 -.07 25 -1.957e-05 25 -5.645e-03 25 -5.695e-03 25 45 N27 max 0 24 0 25 0 24 4.27e-04 25 1.435e-02 25 5.832e-05 22 46 min -.457 25 -.002 22 -.068 25 -1.246e-03 22 0 24 -4.599e-03 25 47 N38 max 0 24 0 25 0 25 0 25 0 25 8.43e-04 24 48 min 0 25 0 22 0 24 -2.445e-03 22 -2.588e-03 24 8.823e-05 22 49 N39 max 0 24 0 24 0 24 1.695e-03 22 9.92e-04 24 2.029e-03 22 50 min 0 25 0 22 0 25 0 25 0 25 0 25 51 N40 max 0 25 0 25 0 25 3.532e-04 25 3.771e-04 25 9.377e-06 26 52 min 0 26 0 22 0 _26 -4.09e-06 26 -2.78e-06 26 -8.777e-04 25;. 53 N41 max 0 24 0 25 0 25 0 24 1.744e-02 25 8.171e-04 22 54 min 0 25 0 22 0 26 9.919e-04 22 0 24 -4.682e-03 25 55 N42 max .036 24 0 25 0 25 0 25 0 25 8.43e-04 24 56 min 0 25 -.039 22 0 24 2.411e-03 22 -1.569e-03 24 -8.823e-05 22 57 N43 max .037 24 .01 24 .003 22 6.001e-04 24 0 25 7.483e-04 22 58 min 0 25 -.018 22 -.001 26 1.297e-03 22 -1.736e-03 24 0 25 59 N44 max .202 24 0 25 0 25 0 25 0 25 4.589e-03 24 60 min 0 '25 -.244 22 0 22 -1.098e-03 22 -3.463e-04 22 0 25 61 N45 max .204 24 .056 24 .002 22 5.223e-04 22 0 25 2.766e-03 22 62 min 0 25 -.08 22 -.002 26 -3.077e-04 24 -5.337e-04 22 0 25 63 N46 max .167 24 0 25 0 24 6.602e-04 22 5.134e-04 24 3.949e-03 22 64 min 0 25 -.262 22 0 25 ' 0 25 0 25 0 25 65 N47 max .168 24 .002 24 0 22 0 25 2.212e-04 24 3.144e-03 22 66 min 0 25 -.007 22 -.002 26 -3.291e-04 22 -1.654e-05 22 0 25 67 N48 max .058 24 0 25 0 24 1.54e-03 22 2.921e-04 22 2.029e-03 22 68 min 0 25 -.132 22 0 25 0 ' 25 0 25 0 25 69 N49 max .058 24 0 24 0 25 5.028e-04 22 1.763e-03 24 1.348e-03 22 70 min 0 25 -.006 22 -.002 ' 26 0 25 0 25 0 25 71 N58 max 0 26 0 26 0 25 3.872e-04 25 5.767e-06 26 9 377e-06 26 72 min 0 25 -.015 25 0 26 -3.349e-06 26 -7.76e-04 25 -8.777e-04 25 73 N59 max 0 26 0 25 0 26 3.872e-04 25 2.478e-04 25 9.505e-06 26 74 min 0 25 0 22 0 25 -3.349e-06 26 0 24 -8.72e-04 25 75 N60 max 0 24 0 26 .002 25 4.667e-04 25 0 i 24 0 24 76 min -.31 25 -.047 25 0 26 0 24 -4.385e-03 25 -2.363e-03 25 77 N61 max 0 24 0 26 0 24 7.33e-05 22 0 24 0 24 78 min -.31 25 -.01 22 -.069 25 -5.889e-07 26 -5.136e-03 25 ,-2.31e-03 NI 79 N62 max 0 24 0 24 .002 25 3.634e-04 22 i 0 24 0 24 80 min -.763 25 -.081 25 0 26 0 24 -4.63e-03 L25 -4.612e-03 25 81 N63 max 0 24 .001 25 0 24 3.369e-04 22 0 124 0 24 82 min -.763 25 -.004 22 -.07 25 -2.961e-05 25 _5.278e-03 1 25 -5.48e-03 251 i ; ___ 25 -3.41 e 03 I.25 -4.6825 03 22 84 min -1.344 25 -.077 22 0 26 4.2045 04 83 N64 max 0 24 0 24 0 25 8.48e-05 22__ 0 24 8.1715 04 25� 85 N65 'maxi 0 24 .019 25 i 0 24 6.327e-04! 22 3.292e-05; 22 3 72951-041 22 RISA-3D Version 16.0.0 [0:\...\...\...\...\Structural Calculations\New Building Frame - Delta 3.r3d]�` \�,' Page 15 - Company Jan 22,2018 Designer 12:38 PM Job Number : Checked By: Model Name Envelope Joint Displacements (Continued) Joint X finl LC Y finl LC Z finl LC X Rotation ... LC Y Rotation ... LC Z Rotation f...LC 86 min -1.344 25 -.089 22 -.068 25 -1.843e-04 25 -3.617e-03 25 -4.858e-03 25 87 N66 max .037 24 .002 24 .002 22 0 25 5.96e-04 24 4.908e-04 22 88 min 0 25 -.035 22 -.008 24 ' -1.708e-03 22 0 25 0 25 89 N67 max .203 24 0 25 0 25 0 25 1.136e-04 24 3.182e-03 24 90 min 0 25 -.15 22 -.003 26` -5.083e-04 24 0 25 0 25 91 N68 max .168 24 0 25 0 25 1.935e-04 24 0 25 4.069e-03 22 92 min 0 25 -.098 22 -.002 26; 0 25 -1.616e-04 24 0 25 93 N69 max .058 24 0 25 .015 24 8.856e-04 22 0 25 2.018e-03 22 94 min 0 25 -.049 22 0 25 0 25 -1.406e-04 22 0 25 95 N74 max .008 24 .01 24 0 22 3.214e-05 26 0 25 1.092e-03 24 96 min 0 25 -.018 22 " 0 26 -6.239e-05 22 -2.985e-04 24 0 25 97 N75 max .042 24 .056 24 0 22 3.668e-05 26 0 25 5.649e-03 24 98 min 0 25 -.079 22 0 26 -3.859e-05 22 -6.113e-04 24 0 25 99 N76 max .035 24 .002 24 0 22 4.317e-05 26 1.382e-03 24 4.669e-03 24 100 min "0 25 -.006 22 0 - 26 -1.231e-05 22 0 25 0 25 101 N77 max .01 24 0 25 0 25 5.004e-05 26 1.393e-04 24 1.363e-03 24 102 min 0 25 -.005 22 0 26 0 25 0 25 0 25 103 N82 max 0 24 .01 24 0 25 6.017e-04 24 1.769e-06 22 3.665e-04 22 104 min 0 26 -.018 22 0 24 -9.698e-04 22 -1.866e-05 24 0 25 105 N83 max 0 24 .056 24 0 22 3.782e-04 22 0 25 2.238e-03 24 106 min 0 23 -.079 22' 0 24 -2.242e-04 24 -6.557e-04 24 0 25 107 N84 max 0 24 .001 24 0 22 7.289e-06 22 1.607e-03 24 3.63e-03 24 108 min 0 22 -.005 22 0 24 -9.012e-05 24 0 25 0 25 109 N85 max 0 24 0 25 0 22 1.698e-04 22 0 25 1.263e-03 22 110 min 0 22 -.005 22 0 25 0 25 -1.764e-04 24 0 25 Member AISC 14th(360-10):ASD Steel Code Checks LC Member Shape UC Max Loc[ftl Shear UC Locfftl Dir Pnc/om[kl Pnt/om fklMnvv/om...Mnzz/om... Cb Ean 1 22 M1 HSS4x4x4 .183 8.549 .028 8.677 z 67.786 92.826 10.765 10.765 1.683 Hl-lb 2 22 M2 HSS4x4x4 .145 8.667 .036 8.667` z 67.786 92.826 10.765 10.765 1.667 H1-lb 3 22 M3 HSS4x4x4 .112 8.667 .005 8.667 y 67.786 92.826 10.765 10.765 1.667 H1-1 b 4 22 ; M4 HSS4x4x4 .114 8.667 .010 8.667 z 67.786 92.826 10.765 10.765 2.739 H1-lb 5 22 M6 HSS6x6x6 .101 8.667 .025 8.667 y 181.581 208.79 36.267 36.267 2.224 Hl-lb 6 22 '' M7 HSS6x6x6 .023 8.667 .004 8.667 z 181.581 208.79 36.267 36.267 2.201 Hl-lb 7 22 M10 HSS5x4x4 .110 0 .053 0 y 30.476 105.772 12.785 14.897 2.26 H1-lb 8 22 M11 HSS5x4x4 .137 12 .123 10.75 z 60.045 105.772 12.785 14.897 2.037 Hl-lb 9 22 M12 HSS8x4x4 .109 18 .050 18 y 46.391 144.335 17.777 30.529 1.784 H1-lb 10 22 ' M13 HSS8x4x4 .091 0 .126 0 y 86.883 144.335 17.777 30.529 2.858 Hl-lb 11 22 M18 C12x20.7 -KL/r>2... 12 22 M20 C 12x20.7 -KL/r>2... 13 22 M21 HSS4x3x4 .051 5.417 .027 0 y 64.873 80.156 7.162 8.746 1.395 Hl-lb 14 22 M22 HSS4x3x4 .088 0 .043 0 y 64.873' 80.156 7.162 8.746 1.538 Hl-lb 15 22 M23 HSS4x3x4 .121 0 .037 0 y 64.873 80.156 7.162 8.746 3.41 Hl-lb 16 22 M24 HSS4x3x4 .157 0 .030 0 ' y 64.873 80.156 7.162 8.746 3.508 Hi-lb" 17 22 M29 HSS4x3x4 .005 1.417 .001 0 z 79.004 80.156 7.162 8.746 1.201 H1-lb 18 22 M30 HSS4x3x4 .050 0 .011 0 z 79.004 80.156 7.162 8.746 1.662 Hl-lb 19 22 M31 HSS4x3x4 .219 0 .054 0 y 79.004 80.156 7.162 8.746 1.683 Hl-lb 20 22 M32 HSS4x3x4 .088 0 .054 1.417 y 79.004 80.156 7.162 8.746 1.685 Hl-lb 21 22 M41 PIPE .5 .036 3.096 .013 6.192 .436 5.044 .1 .1 1.136 H1-lb 22 22 M42 PIPE_.5 .047 3.096 .006 6.192 .436 5.044 .1 .1 1.136 H1-lb 23 22 M43 PIPE .5 .114 3.096 .004 6.192 .436 5.044 .1 .1 1.136 Hl-lb_ 24 22 M44 PIPE_.5 .285 3.096 .008 6.192 .436 5.044 .1 .1 1.136 Hl-la 25 22 M49 W10x15 .366 17.813 040 18.1251 y 3.352 132.036 5.739 10.481 2.295 H1-lb 26 23 M1 HSS4x4x4 .109 8.549 .014 8.6771y 67.786. 92.826 10.765 10.765 1.683 Hl-lb 27 23 M2 HSS4x4x4 I .045 8.667 .012 j 8.667 ; z 67.786 j 92.826 10.765 ; 10.765 ,-k-867.,-1-1-1h, �, RISA-3D Version 16.0.0 [O:\...\...\...\...\Structural Calculations\New Building Frame - Delta 3.r3d] Page 16 ""°\ • ' Company : Jan 22,2018 IiIRI .'SA Designer 12:38 PM Job Number Checked By: Model Name Member AISC 14th(360-10): ASD Steel Code Checks (Continued) LC Member Shape UC Max Locfftl Shear UC Locfftl Dir Pnc/om fklPnt/om fkl Mnyy/om...Mnzz/om... Cb Eon 28 23 M3 HSS4x4x4 .043 8.667 .003 8.667 y 67.786 ;92.826 10.765 10.765''1.667 Hl-lb 29 23 M4 HSS4x4x4 .030 8.667 .002 8.667 z 67.786 92.826 10.765 10.765 1.667 Hl-lb 30 ,23 M6 HSS6x6x6 .059 8.667 .017 8.667 y 181.581 208.79 36.267 36.267 2.223 H1-lb 31 23 M7 HSS6x6x6 .012 8.667 .002 0 z 181.581 208.79 36.267 36.267 2.199 Hl-lb 32 23 M10 HSS5x4x4 .039 10.313 .034 0 y 30.476 105.772 12.785 14.897 2.583 Hl-lb 33 23 M11 HSS5x4x4 .069 12 .085 10.75 z 60.045 105.772 12.785 14.897 3.261 H1-lb 34 23 M12 HSS8x4x4 .029 18 .008 0 y 46.391 144.335 17.777 30.529 1.967 H1-lb 35 23 M13 HSS8x4x4 .027 0 .050 0 v 86.883 144.335 17.777 30.529 2.521 H1-lb 36 23 M18 C12x20.7 -KL/r>2... 37 23 M20 C12x20.7 -KL/r>2... 38 23 ' M21 HSS4x3x4 .046 5.417 .028 0 y 64.873 80.156 7.162 8.746 1.452 H1-1 b 39 23 M22 HSS4x3x4 .070 0 .028 0 y 64.873 80.156 7.162 8.746 1.576 H1-1b 40 23 M23 HSS4x3x4 .089 0 .025 0 y 64.873 80.156 7.162 8.746 3.052 H1-lb 41 23 M24 HSS4x3x4 .107 0 .025 0 y 64.873 80.156 7.162 8.746 3.337 Hl-lb 42 23 M29 HSS4x3x4 .003 1.417 .001 0 z 79.004 ,,80.156 7.162 8.746 1.667 H1-1 b 43 23 M30 HSS4x3x4 .034 0 .006 0 y 79.004 80.156 7.162 8.746 1.659 H1-lb 44 23 ` M31 HSS4x3x4 .091 0 .024 0 y 79.004 80.156 7.162 8.746 1.675 H1-1 b 45 23 M32 HSS4x3x4 .012 0 .013 0 z 79.004 80.156 7.162 8.746 1.536 H1-1b 46 23 M41 PIPE_.5 .006 0 .007 0 .436 5.044 .1 .1 1 H1-lb 47 23 M42 PIPE .5 .016 0 .003 0 .436 5.044 .1 .1 1 H1-lb 48 23 M43 PIPE .5 .047 0 .002 0 .436 5.044 .1 .1 1 H1-lb 49 23 M44 PIPE .5 .083 0 .004 0 .436 5.044 .1 .1 1 H1-lb 50 23 M49 W10x15 .104 17.813 .014 18.125 y 3.352 132.036 5.739 10,305 2.257 Hl-lb 51 24 M1 HSS4x4x4 .189 8.677 .030 8.677 v 87.971 92.826 10.765 10.765 1.67 H1-lb 52 24 M2 HSS4x4x4 .134 12.167 .056 8.667 z 87,971 92:826 10.765 10.765 1.975 H1-lb 53 24 M3 HSS4x4x4 .000 0 .000 0 y 67.786 92.826 10.765 10.765 1 Hl-lb 54 24 M4 HSS4x4x4 .000 0 .000 0 y 67.786 92.826 10.765 10.765 1 Hl-lb 55 24 M6 HSS6x6x6 .068 8.667 .036 8.667 v 181.581 208.79 36.267 36.267 2.227 H1-lb 56 24 M7 HSS6x6x6 .000 0 .000 0 y 181.581 208.79 36.267 36.267 1 Hl-lb 57 24 M10 HSS5x4x4 .124 1.5 .060 1.5 z 30.476 105.772 12.785 14.897 2.399 Hl-1b 58 24 M11 HSS5x4x4 .112 12 .069 12 z 60,045 105.772 12.785 14.897 4.091 H1-lb' 59 24 M12 HSS8x4x4 .000 0 .000 0 v 46.391 144.335 17.777 30.529 1 Hl-lb 60 24 M13 HSS8x4x4 .000 0 .000 0 y 86,883 144.335 17.777 30.529 1 Hl-lb 61 24 M18 C12x20.7 -KL/r>2... 62 24 M20 C12x20.7 .000 0 .000 0 y 3.212 131,066 4.949 8.089 1 Hl-lb< 63 24 M21 HSS4x3x4 .193 0 .061 0 z 64.873 80.156 7.162 8.746 1.528 H1-1b 64 24 M22 HSS4x3x4 .117 1.975 .020 0 y 64.873 80,156; 7.162 8.746 1.354 H1-1b 65 24 M23 HSS4x3x4 .096 1.975 .022 0 v 64.873 80.156 7.162 8.746 1.376 Hl-lb 66 24 M24 HSS4x3x4 .126 0 .032 0 z 64.873 80,156 7.162 8.746 1.361 Hl-lb 67 24 M29 HSS4x3x4 .000 0 .000 0 y 79.004 80.156 7.162 8.746 1 Hl-lb 68 24 M30 HSS4x3x4 .000 0 .000 0 " y 79.004 80.156 7.162 8.746 1 H1-1 b 69 24 M31 HSS4x3x4 .000 0 .000 0 y 79.004 80.156 7.162 8.746 1 H1-lb 70 24 M32 HSS4x3x4 .000 0 .000 0 y 79.004 80.156 7.162 8.746 1 H1-1 b 71 24 M41 PIPE .5 -KL/r>2... 72 24 M42 PIPE .5 -KL/r>2... 73 24 M43 PIPE .5 -KL/r>2... 74 24 M44 PIPE .5 -KL/r>2... 75 24 M49 W10x15 -KL/r>2... 76 25 M1 HSS4x4x4 .000 0 .000 0 y 67.786 92.826 10.765 10.765 1 Hl-lb 77 25 M2 HSS4x4x4 .000 0 .000 0 y 67.786 92.826 10.765 10.765 1 Hl-lb 78 25 M3 HSS4x4x4 .891 8.667 .083 8.667 y 67.786 92.826 10.765 10.765 2.114 Hl-lb 79 25 M4 HSS4x4x4 .433 8.667 .039 8.667 v 67.786 92.826 10.765 10.765 1.667 Hl-lb 80 25 M6 HSS6x6x6 .000 0 .000 0 y 181.581 208.79 36.267 36.267 1 Hl-lb 81 25' M7 HSS6x6x6 .210 8.667 .098 8.667 z 181.581 208.79 36.267 36.267 2.231 Hl-lb 82 25 M10 HSS5x4x4 .000 0 .000 0 y_ 30.476 105.772. 12.785 14.897 1 Hl-lb 83 25 M11 HSS5x4x4 .000 0 .000 0 y ' 60.045 105.772 12.785 ' 14.897 . 1 H1-1b 84 25 M12 HSS8x4x4 .308 7.313 .081 18 z 46.391 144.335 17.777 30.529:811( -41)-,, RISA-3D Version 16.0.0 [0:\...\...\...\...\Structural Calculations\New Building Frame - Delta 3.r3d] i5 Page 17 • Company : Jan 22,2018 Designer I i IRISA Job Number : Checked By: Model Name Member AISC 14th(360-10):ASD Steel Code Checks (Continued) LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc/om[k Pnt/om[k] Mnyy/om...Mnzz/om... Cb Eqn 85 25 M13 HSS8x4x4 .213 0 .171 0 z 86.883 144.335 17.777 30.529 1.867 H1-1b 86 25 M18 C12x20.7 .000 0 ,000 0 y 3.212 131.066 4.949 8.089 1 H1-1 b 87 25 M20 C12x20.7 -L/r>30.. 88 25 M21 HSS4x3x4 .000 0 .000 0 y 64.873 80.156 7,162 8.746 1 H1-1 b 89 25 M22 HSS4x3x4 .000 0 .000 0 v 64.873 80.156 7.162 8.746 1 H1-1 b 90 25 M23 HSS4x3x4 .000 0 .000 0 y 64.873 ;80.156 7.162 8.746 1 H1-1 b. 91 25 M24 HSS4x3x4 .000 0 .000 0 y 64.873 80.156 7.162 8.746 1 H1-1 b 92 25 M29 HSS4x3x4 .131 1,417 .036 0 z 79.004 80.156 7.162 8.746 1.667 H1-1b 93 25 M30 HSS4x3x4 .222 0 .123 0 z 79.004 80.156 7.162 8.746 1.639 H1-1 b 94 25 M31 HSS4x3x4 .397 0 .132 0 z 79.004 80.156 7.962 8.746 1.658,H1-1 b' 95 25 M32 HSS4x3x4 .169 0 .101 0 z 79.004 80.156 7.162 8.746 1.665 H1-1b 96 25 M41 PIPE .5 .000 0 .000 0 .436 5.044 .1 .1 1 H1-1b` 97 25 M42 PIPE .5 .000 0 .000 0 .436 5.044 .1 .1 1 H1-1b 98 25 M43 PIPE .5 .000 0 .000 0 .436 5.044 .1 .1 1 ` H1-1b 99 25 M44 PIPE .5 .000 0 .000 0 .436 5.044 .1 .1 1 H1-lb 100 25 M49 W10x15 .000 0 .000 0 y 3.352 132.036 5.739 4.566 1 H1-1b 101 26 M1 HSS4x4x4 .072 8.549 .012 8.677 y 67.786 92.826 10.765 10.765 1.683 H1-1 b 102 26 M2 HSS4x4x4 .019 8.667 .007 8.667 z 67.786 92.826 10.765 10.765- 1.667 H1-1 b 103 26 M3 HSS4x4x4 .004 8.667 .000 8.667 v 67.786 92.826 10.765 10.765 2.15 H1-1b 104 26 M4 HSS4x4x4 .003 8.667 .000 8,667 z 67.786 92.826 10.765 10.765 1.67 H1-1 b 105 26 M6 HSS6x6x6 .041 8.667 .013 8.667 v 181.581 208.79 36.267 36.267 2.225 H1-1b 106 26 M7 HSS6x6x6 .021 13 .004 13 z 201.629 208.79 36.267 36.267 1.623 Hl-lb 107 26 M10 HSS5x4x4 .025 1.5 .016 1.5 z 30.476 105.772 12.785 14.897 3.258 H1-1b 108 26 M11 HSS5x4x4 ,060 12 ;.051 10.75 z 60.045 105.772 12.785 14.897 3.362 H1-1 b 109 26 M12 HSS8x4x4 .003 10.5 .000 0 z 46.391 144.335 17.777 30.529 2.538 H1-1b 110 26 M13 HSS8x4x4 .004 7.875 .001 7.875 z 86.883 144.335 17.777 30.529 2.508 H1-1b' 111 26 M18 C12x20.7 .202 10.33 .011 2.951 Y 3.212 131.066 4.949 10.297 1.273 H1-1 b 112 26 M20 C12)(20.7 -KL/r>2... 113 26 M21 HSS4x3x4 .039 5.417 .023 2.031 z_ 64.873 80.156 7.162 8.746 2.015 H1-1 b 114 26 " M22 HSS4x3x4 .045 0 .012 2.031 z 64.873 80.156 7.162 8.746 1.692 H1-lb 115 26 M23 HSS4x3x4 .046 0 .008 2.031 y 64.873 80.156 7.162 8.746 1.682 Hl-lb 116 26 M24 HSS4x3x4 ,064 0 .015 2,031, z 64.873 80.156` 7.162 8.746 1.647 H1-1b 117 26 M29 HSS4x3x4 .001 1.417 .000 0 z 79.004 80.156 7.162 8.746 1.667 H1-1 b 118 26 M30 HSS4x3x4 ,011 0 .005 0 z 79.004 _:80.156, 7.162 8.746 1.691 H1-1 b 119 26 M31 HSS4x3x4 .008 0 .003 0 z 79.004 80.156 7.162 8.746 1.677 H1-1 b 120 26 ,- M32 HSS4x3x4 .007 0 .003 0 z 79.004 80.156 7.162 8.746 1.653 H1-1 b 121 26 M41 PIPE .5 .008 0 .006 0 .436 5.044 .1 .1 1 H1-1b 122 26 M42 PIPE .5 .015 0 .002 0 .436 5.044 .1 .1 1 H1-lb 123 26 M43 PIPE .5 .036 0 .001 0 .436 5.044 .1 .1 1 H1-lb 124 26 M44 PIPE .5 .064 0 .003 0 .436 5.044 .1 .1 1 H1-lb` 125 26 M49 W10x15 .079 30 .007 28.75 z 3.352 132.036 5.739 11.402 2.497 H1-1 b 126 27 M1 HSS4x4x4 .000 0 .000 0 y 67.786 92.826 10.765 10.765 1 H1-1b 127 27 M2 HSS4x4x4 .000 0 .000 0 y 67.786 92.826 10.765 10.765 1 H1-1 b 128 27 M3 HSS4x4x4 , .000 0 .000 0 y 67.786 92.826 10.765 10.765 _ 1 H1-1 b 129 27 M4 HSS4x4x4 .000 0 .000 0 y 67.786 92.826 10.765 10.765 1 H1-1b 130 27 M6 HSS6x6x6 .000 0 .000 0 y 181.581 208.79 36.267 36.267 1 H1-1 b 131 27 M7 HSS6x6x6 .000 0 .000 0 y 181.581 208.79 36.267 36.267 1 H1-1b 132 27 M10 HSS5x4x4 __ .000 0 .000 0 y 30.476 105.772 12.785 14.897 1 H1-1b 133.271 M11 HSS5x4x4 .000 0 .000 0 y 60.045 105.772 12.785 14.897 1 1 H1-1 b 134 27 M12 HSS8x4x4 .000 0 .000 0 y 46.391 144.335 17.777 30.529 1 H1-1 b 135 ,27 M13 HSS8x4x4 .000 0 .000 0 v 86.883 144.335 17.777 30.529 1 H1-1b 136 27 M18 C12x20.7 .000 0 .000 0 y 3.212 131.066 4.949 8.089 1 H1-1b 137 27!_ M20 C12x20.7 .000 0 .000 0 y 3.212 131.066 4.949 8.089 1 ,H1-1 b 138 27j_ M21 HSS4x3x4 .000 0 .000 0 y 64.873 80.156 7.162 8.746 1 H1-1 b 139 27! M22 1 HSS4x3x4 .000 0 .000 0 y 64.873 80.156 7.162 8.746 1 _ 1 1H1-lb L140 271 M23 HSS4x3x4 .000 0 _ .000 0 y 64.873_ 80.156 7.162 8.746 1 H1-lb i 141 ,27' M24 1 HSS4x3x4 ; .000 1 0 , .000 0 y ; 64.873 , 80.156 7.162 8.746 RISA-3D Version 16.0.0 [0:\...\...\...\...\Structural Calculations\New Building Frame - Delta 3.r3d] Page 18 Company : Jan 22,2018 Designer IiIRISAJob Numberame Checked By: Member AISC 14th(360-10):ASD Steel Code Checks (Continued) LC Member Shape UC Max Locfftl Shear UC Locfftl Dir Pnc/om fk Pnt/om fkl Mnyy/om...Mnzz/om... Cb Eqn 142 27 M29 HSS4x3x4 .000 0 .000 0 y 79.004' 80.156 7.162 8.746 1 H1-1 b 143 27 M30 HSS4x3x4 .000 0 .000 0 y 79.004 80.156 7.162 8.746 1 H1-lb 144 27 M31 HSS4x3x4 .000 0 .000 0 y 79.004 80.156 7.162 8.746 1 H1-1b 145 27 M32 HSS4x3x4 .000 0 .000 0 v 79.004 80.156 7.162 8.746 1 H1-1 b 146 27 M41 PIPE .5 .000 0 .000 0 .436 5.044 .1 .1 1 Hl-lb 147 27 M42 PIPE .5 .000 0 .000 0 .436 5.044 .1 .1 1 H1-lb 148 27 M43 PIPE .5 .000 0 .000 0 .436 5.044 .1 .1 1 Hl-lb 149 27 M44 PIPE .5 .000 0 .000 0 .436 5.044 .1 .1 1 H1-lb 150 27 M49 W10x15 .000 0 .000 0 y 3.352 132.036 5.739 4.566 1 H1-lb Envelope AISC 14th(360-10):ASD Steel Code Checks Member Shape Code C...Loc[ftl LC Shear... Loc[ftl Dir LC Pnc/om fk_ Pnt/om fkl Mnvv/om...Mnzz/om...Cb Eqn 1 M1 HSS4x4x4 .189 8.677 24 .030 8.677 y 24 87.971 92.826 10.765 10.765 1.... H1-lb 2 M2 HSS4x4x4 .145 8.667 22 .056 8.667 z 24 67.786 92.826 10.765 10.765 1... H1-1b 3 M3 HSS4x4x4 .891 8.667 25 .083 8.667 v 25 67.786 92.826 10.765 10.765 2... H1-1b 4 M4 HSS4x4x4 .433 8.667 25 .039 8.667 y 25 67.786 92.826 10.765 10.765 1... H1-1 b 5 M6 HSS6x6x6 .101 8.667 22 .036 8.667 y 24 181.581 208.79 36.267 36.267 2... H1-lb 6 M7 HSS6x6x6 .210 8.667 25 .098 8.667 z 25 181.581 208.79 36.267 36.267 2... Hl-lb 7 M10 HSS5x4x4 .124 1.5 24 .060 1.5 z 24 30.476 105.772 12.785 14.897 2... H1-1b 8 M11 HSS5x4x4 .137 12 22 .123 10.75 z 22 60.045 105.772 12.785 14.897 2... H1-1 b 9 M12 HSS8x4x4 .308 7.313 25 .081 18 z 25 46.391 144.335 17.777 30.529 1... H1-1b 10 M13 HSS8x4x4 .213 0 25 .171 0 z 25 86.883 144,335 17.777 30,529 1... H1-1b 11 M18 C12x20.7 -KL/r>... 12 M20 C12x20.7 -Ur>3.. 13 M21 HSS4x3x4 .193 0 24 .061 0 z 24 64.873 80.156 7.162 8.746 1... H1-lb 14 M22 HSS4x3x4 ,.117; 1.975 24 .043 0 y 22 64.873 80.156 7.162 8.746 1.. Hl-lb 15 M23 HSS4x3x4 .121 0 22 .037 0 y 22 64.873 80.156 7.162 8.746 3.... H1-1b 16 M24 HSS4x3x4 ,.157; 0 22. .032 0 z 24 64.873 80.156 7.162 8.746 3.... H1-1b 17 M29 HSS4x3x4 .131 1.417 25 .036 0 z 25 79.004 80.156 7.162 8.746 1... H1-1b 18 M30 HSS4x3x4 .222 0 25 .123 0 z 25 79.004 80.156 7.162 8.746 1 ... H1-lb 19 M31 HSS4x3x4 .397 0 25 .132 0 z 25 79.004 80.156 7.162 8.746 1... H1-1 b 20 M32 HSS4x3x4 .169 0 25 .101 0 z 25 79.004 80.156 7.162 8.746 1..,, H1-lb 21 M41 PIPE .5 -KL/r>... 22 M42 PIPE_.5 KL/r>,.. 23 M43 PIPE .5 -KL/r>... 24 M44 PIPE .5 KL/r>... 25 M49 W10x_15 KL/r>... Member Wood Code Checks LC Member Shape UC Max Loc[ft]Shear...Loc[ft Dir Fc'[ksi] Ft'[ksi] Fb1'[k...Fb2'[k...Fv'[ksi] RB CL CP Eqn 1 22 M33 6X6 .039 3.023 .073 3.023 y 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-1 2 22 M34 6X6 .010 3.023 .072 3:023 y 1.267 1:44 '2.16 2.16 .264 2.796 1 .96 3.9-1 3 22 M35 6X6 .100 3.023 .193 3.023 y 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-1 4 22 M36 6X6 .137 3.023 .387 3.023 y 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-1 5 23 M33 6X6 .022 3.023 .055 3.023 y 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-1 6 23 M34 6X6 .006 3.023 .061 3.023 y 1.267 1.44 2.16 2.16 .264 2:796 ' 1 .96 3.9-1 __7 23 M35 6X6 .050 3.023 .109 3.023 y 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-1 8 23 M36 6X6 .080 3.023 .251. 3.023_y 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3,9-1 9 24 M33 6X6 .179 2.986 .340 3.023 y 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-3 10 24 M34 6X6 .053 2986 .396 3.023 y 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-1 11 ,24, M35 6X6 .149 2.986 .502 3.023 y 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-3 12 24 M36 6X6 .004 2.986 .374 3.023 y 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-3 13 '25' _M33 6X6 .000 0 .000 0 z 1.267 1.44 2.16 2.16 .264 2.796 _ 1 .96 3.9-3 L__14 .25 M34 6X6 .000 0 .000 0 z 1.267 1.44 2.16 2.16 , .264 2.796 1 .96 RISA-3D Version 16.0.0 [0:\...\...\...\...\Structural Calculations\New Building Frame - Delta 3.r3d] Page 19 Company : Jan 22,2018 Designer : 12:38 PM I II RISA Job Number : Checked By: Model Name Member Wood Code Checks (Continued) LC Member Shape UC Max Loc[ft]Shear...Loc[ft] Dir Fc'[ksi] Ft'[ksi] Fb1'[k...Fb2'[k...Fv'[ksi] RB CL CP Eqn _ 15 25 M35 6X6 .000 0 .000 0 z 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-3 16 25 M36 6X6 .000 0 .000 0 z 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-3 17 26 M33 6X6 .014 3.023 .038 3.023 y 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-1 18 26 M34 6X6 .007 3.023 .056 3.023 y 1.267 1.44 2.16 2.16 .264 ,2.796 1 .96 3.9-1 19 26 M35 6X6 .033 3.023 .094 3.023 y 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-1 20 26 M36 6X6 .055 2.986 .192 3.023 y 1.267 1.44 2.16 2.16 ` .264 2.796 1 .96 3.9-3 21 27 M33 6X6 .000 0 .000 0 z 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-3 22 27 M34 6X6 .000 0 .000 0 z 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-3 23 27 M35 6X6 .000 0 .000 0 z 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-3 24 27 M36 6X6 .000 0 - .000 0 z 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-3 Envelope Wood Code Checks Member Shape Code...Loc[ft] LC Shear...Loc[ft]Dir LC Fc'[ksi] Ft'[ksi] Fb1'[...Fb2'[...Fv'[ksi] RB CL CP Eqn 1 M33 6X6 .179 2.986 24 .340 3.023 y 24 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-3 2 M34 6X6 .053 2.986 24 .396 3.023 y 24 1.267 1.44. 2.16 2.16 .264 2.796 1 .96 3.9-1 3 M35 6X6 .149 2.986 24 .502 3.023 y 24 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-3 4 M36 6X6 .137 3.023 22 .387 3.023 y 22 1.267 1.44 2.16 2.16 .264 2.796 1 .96 3.9-1 RISA-3D Version 16.0.0 [0:\...\...\...\...\Structural Calculations\New Building Frame - Delta 3.r3d] a Page 20 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. .r3 : lc kine Printed:11 JAN 2018.12:48PM Steel Beam File=0.1201612016355137_PAG-11STRUCT-11STRUCT-11design.ec6 ENERCALC,INC.1983 2017,Build:1017.12.10,Ver:10.17.12.10 Lie.#:KW-06004426 Licensee:GPO ASSOCIATES Description: grid 1(existing beam,new central column) C iREiV . Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design F Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.3354)Lr(0.2683)S(0.3354) a t o t D(0.12) b W10x15 -- W10x15 Span = 17.830 ft Span = 11.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans: D=0.0250, Lr=0.020, S=0.0250 ksf, Tributary Width=13.417 ft Load for Span Number 2 Uniform Load: D=0.0150 ksf, Tributary Width=8.0 ft,(wall) DESIGN SUMMARY yy': Design la Maximum Bending Stress Ratio = 0.534 1 Maximum Shear Stress Ratio= 0.156 : 1 Section used for this span W10x15 Section used for this span W10x15 Ma:Applied 21.332 k-ft Va:Applied 7.177 k Mn/Omega :Allowable 39.920 k-ft Vn/Omega:Allowable 45.954 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 17.830ft Location of maximum on span 17.830 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.210 in Ratio= 1,020>=360 Max Upward Transient Deflection 0.210 in Ratio= 1,020 >=360 Max Downward Total Deflection 0.407 in Ratio= 526>=240 Max Upward Total Deflection -0.025 in Ratio= 5424 >=240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H - Dsgn.L= 17.83 ft 1 0.277 0.079 8.37 -11.05 11.05 66.67 39.92 1.00 1.00 3.61 68.93 45.95 Dsgn.L= 11.50 ft 2 0.277 0.078 3.02 -11.05 11.05 66.67 39.92 1.00 1.00 3.58 68.93 45.95 +D+L+H Dsgn.L= 17.83 ft 1 0.277 0.079 8.37 -11.05 11.05 66.67 39.92 1.00 1.00 3.61 68.93 45.95 Dsgn.L= 11.50 ft 2 0.277 0.078 3.02 -11.05 11.05 66.67 39.92 1.00 1.00 3.58 68.93 45.95 +D+Lr+H Dsgn.L= 17.83 ft 1 0.483 0.141 15.32 -19.28 19.28 66.67 39.92 1.00 1.00 6.46 68.93 45.95 Dsgn.L= 11.50 ft 2 0.483 0.127 4.27 -19.28 19.28 66.67 39.92 1.00 1.00 5.84 68.93 45.95 +D+S+H Dsgn.L= 17.83 ft 1 0.534 0.156 17.06 -21.33 21.33 66.67 39.92 1.00 1.00 7.18 68.93 45.95 Dsgn.L= 11.50 ft 2 0.534 0.139 4.58 -21.33 21.33 66.67 39.92 1.00 1.00 6.40 68.93 45.95 +D+0.750Lr+0.750L+H Dsgn.L= 17.83 ft 1 0.431 0.125 13.59 -17.22 17.22 66.67 39.92 1.00 1.00 5.75 68.93 45.95 Dsgn.L= 11.50 ft 2 0.431 0.115 3.95 -17.22 17.22 66.67 39.92 1.00 1.00 5.27 68.93 45.95 +D+0.750L+0.750S+H Dsgn.L= 17.83 ft 1 0.470 0.137 14.89 -18.76 18.76 66.67 39.92 1.00 1.00 6.29 68.93 45.95 Dsgn.L= 11.50 ft 2 0.470 0.124 4.19 -18.76 18.76 66.67 39.92 1.00 1.00 5.70 68.93 45.95 +D+0.60W+H Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Te : .c "se-cll. , itle Blo k Li e 6 ` Printed:11 JAN 2018,12:16PM Steel Beam File=0:1201612016355137_PAC-11STRUCT-flSTRUCT-1ldesign.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver;10.17`12.10 Lic.#:KW-06004426 Licensee:GPO ASSOCIATES Description: grid 1(existing beam,new central column) Load Combination r ax ress'a ios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 17.83 ft 1 0.277 0.079 8.37 -11.05 11.05 66.67 39.92 1.00 1.00 3.61 68.93 45.95 Dsgn.L= 11.50 ft 2 0.277 0.078 3.02 -11.05 11.05 66.67 39.92 1.00 1.00 3.58 68.93 45.95 +D+0.70E+H Dsgn.L= 17.83 ft 1 0.277 0.079 8.37 -11.05 11.05 66.67 39.92 1.00 1.00 3.61 68.93 45.95 Dsgn.L= 11.50 ft 2 0.277 0.078 3.02 -11.05 11.05 66.67 39.92 1.00 1.00 3.58 68.93 45.95 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 17.83 ft 1 0.431 0.125 13.59 -17.22 17.22 66.67 39.92 1.00 1.00 5.75 68.93 45.95 Dsgn.L= 11.50 ft 2 0.431 0.115 3.95 -17.22 17.22 66.67 39.92 1.00 1.00 5.27 68.93 45.95 +D+0.750L+0.7505+0.450W+H Dsgn.L= 17.83 ft 1 0.470 0.137 14.89 -18.76 18.76 66.67 39.92 1.00 1.00 6.29 68.93 45.95 Dsgn.L= 11.50 ft 2 0.470 0.124 4.19 -18.76 18.76 66.67 39.92 1.00 1.00 5.70 68.93 45.95 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 17.83 ft 1 0.470 0.137 14.89 -18.76 18.76 66.67 39.92 1.00 1.00 6.29 68.93 45.95 Dsgn.L= 11.50 ft 2 0.470 0.124 4.19 -18.76 18.76 66.67 39.92 1.00 1.00 5.70 68.93 45.95 +0.60D+0.60W+0.60H Dsgn.L= 17.83 ft 1 0.166 0.047 5.02 -6.63 6.63 66.67 39.92 1.00 1.00 2.17 68.93 45.95 Dsgn.L= 11.50 ft 2 0.166 0.047 1.81 -6.63 6.63 66.67 39.92 1.00 1.00 2.15 68.93 45.95 +0.60D+0.70E+0.60H Dsgn.L= 17.83 ft 1 0.166 0.047 5.02 -6.63 6.63 66.67 39.92 1.00 1.00 2.17 68.93 45.95 Dsgn.L= 11.50 ft 2 0.166 0.047 1.81 -6.63 6.63 66.67 39.92 1.00 1.00 2.15 68.93 45.95 Overall Maximum Deflections Load Combination Span Max."-"Deti Location in Span Load Combination Max."+"Defl Location in Span +0+5+1-I 1 0.4065 7.988 0.0000 0.000 D Only 2 0.0153 7.774 +D+S+H -0.0254 2.116 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.784 13.579 2.692 Overall MINimum 1.422 4.314 0.828 +D+H 2.370 7.190 1.657 +D+L+H 2.370 7.190 1.657 +D+Lr+H 4.301 12.302 2.485 +D+S+H 4.784 13.579 2.692 +D+0.750Lr+0.750L+H 3.819 11.024 2.278 +D+0.750L+0.750S+H 4.181 11.982 2.434 +D+0.60W+H 2.370 7.190 1.657 +D+0.70E+H 2.370 7.190 1.657 +D+0.750Lr+0.750L+0,450W+H 3.819 11.024 2.278 +D+0.750L+0.7505+0.450W+11 4.181 11.982 2.434 +D+0.750L+0.750S+0.5250E+H 4.181 11.982 2.434 +0.60D+0.60W+0.60H 1.422 4.314 0.994 +0.60D+0.70E+0.60H 1.422 4.314 0.994 D Only 2.370 7.190 1.657 Lr Only 1.931 5.111 0.828 L Only S Only 2.414 6.389 1.035 W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ranted 14 AUG 2017.11 09AM Wood Bearn i File=0:1201612016355137`PAC-11STRUCT-11STRUCT-11design.ec6 ENERCALC,INC.1983-2017,Build:10.17.7,24,Ver:10.17.7.24 Lie #:KW-06004426 Licensee:GPO ASSOCIATES Description: Typ Header(worst case @ drive thru) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,000.0 psi Ebend-xx 1,700.0ksi Fc-Pr!! 1,500.0 psi Eminbend-xx 620.0ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling S(0 05) b b b b b D(0.06)Sf0.075) b b b b b (401 3-2x6 04 t4 Span=5.0 ft I 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=3.0 ft,(roof) Uniform Load: S=0.050, Tributary Width=1.0 ft,(drift) DESIGN SUMMARY :-Design O ;Maximum Bending Stress Ratio = 0.205: 1 Maximum Shear Stress Ratio = 0.111 : 1 Section used for this span 3-2x6 Section used for this span 3-2x6 fb:Actual = 305.79 psi fv:Actual = 22.92 psi I FB:Allowable = 1,495.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio= 3599>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.025 in Ratio= 2431>=240. Max Upward Total Deflection 0.000 in Ratio= r <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V N F'v +D+Fi 0.00 0.00 0.00 0.00 Length=5,0 ft 1 0.085 0.046 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.19 99.17 1170.00 0.12 7.43 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.076 0.041 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.19 99.17 1300.00 0.12 7.43 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.061 0.033 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.19 99.17 1625.00 0.12 7.43 225.00 +D+5+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.205 0.111 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.58 305.79 1495.00 0.38 22.92 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.061 0.033 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.19 99.17 1625.00 0.12 7.43 225.00 +D+0.750L+0.7505+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:14 AUG 2017.II O9AM WOOd Beam File=0:1201612016355137_PAC-11STRUCT-11STRUCT-11design.ec6 ENERCALC,INC.1983-2017,Build:10.17.7.24,W11017:724Lic."#:KW-06004426 Licensee:GPD ASSOCIATES Description: Typ Header(worst case @ drive thru) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CL M fb Pb V N F'v Length=5.0 ft 1 0.170 0.092 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.48 254.13 1495.00 0.31 19.04 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.048 0.026 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 99.17 2080.00 0.12 7.43 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.048 0.026 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 99.17 2080.00 0.12 7.43 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.048 0.026 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 99.17 2080.00 0.12 7.43 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.122 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.48 254.13 2080.00 0.31 19.04 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.122 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.48 254.13 2080.00 0.31 19.04 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.029 0.015 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 59.50 2080.00 0.07 4.46 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.029 0.015 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 59.50 2080.00 0.07 4.46 288.00 Overall Maximum Deflections Load Combination Span Max." Defl Location i " n Span Load Combination Max."+"Defl Location in Span +D+5+H 1 0.0247 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.463 0.463 Overall MINimum 0.090 0.090 +D+H 0.150 0.150 +D+L+H 0.150 0.150 +D+Lr+H 0.150 0.150 +D+S+H 0.463 0.463 +D+0.750Lr+0.750L+H 0.150 0.150 +D+0.750L+0.7505+H 0.384 0.384 +D+0.60W+H 0.150 0.150 +D+0.70E+H 0.150 0.150 +D+0.750Lr+0.750L+0.450W+H 0.150 0.150 +D+0.750L+0.7505+0.450W+H 0.384 0.384 +D+0.750L+0.7505+0.5250E+H 0.384 0.384 +0.60D+0.60W+0.60H 0.090 0.090 +0.60D+0.70E+0.60H 0.090 0.090 D Only 0.150 0.150 Lr Only L Only S Only 0.313 0.313 W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Prnted:14AUG 2017,11 06AM Wood Beam File=0.1201612016355137'PAC-11STRUCT-11STRUCT-1\design.ec6 ENERCALC,INC.1983-2017,Build:10.17.7,24,Ver 10.17.7 24 Lie.#:KW-06004426 Licensee:GPD ASSOCIATES Description: Drive thru Beam(main roof) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling S(0 025) tr b b D(0.4325)S(0 540625) b 5.5x10.514 Span=9.50 ft 1 0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=21.625 ft,(roof load) Uniform Load: S=0.0250, Tributary Width=1.0 ft,(drift) DESIGN SUMMARY _ _ = ; Design OK h Maximum Bending Stress Ratio = 0.484 1 Maximum Shear Stress Ratio = 0.330 : 1 j Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 1,337.01 psi fv:Actual = 100.67 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.750ft Location of maximum on span = 8.633 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.109 in Ratio= 1 044>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.193 in Ratio= 591>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.268 0.183 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.88 579.34 2160.00 1.68 43.62 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.241 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.88 579.34 2400.00 1.68 43.62 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.193 0.132 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.88 579.34 3000.00 1.68 43.62 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.484 0.330 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.26 1,337.01 2760.00 3.88 100.67 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.193 0.132 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.88 579.34 3000.00 1.68 43.62 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 P-ntea 14AUG 2,0n 11( AM Wood Bean1 File=0:1201612016355137_PAC-11STRUCT-1\STRUCT-1\design.ec6 ENERCALC,INC.1983-2017,Budd 10.17.7.24,Ver:1017.7.24 Lic.#:KW-06004426 Licensee;GPO ASSOCIATES Description: Drive thru Beam(main roof) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=9.50 ft 1 0.416 0.284 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.66 1,147.59 2760.00 3.33 86.41 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.151 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.88 579.34 3840.00 1.68 43.62 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.151 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.88 579.34 3840.00 1.68 43.62 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.151 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.88 579.34 3840.00 1.68 43.62 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.299 0.204 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.66 1,147.59 3840.00 3.33 86.41 424.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.299 0.204 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.66 1,147.59 3840.00 3.33 86.41 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.091 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.93 347.60 3840.00 1.01 26.17 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.091 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.93 347.60 3840.00 1.01 26.17 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5+H 1 0.1926 4.785 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.741 4.741 Overall MINimum 1.233 1.233 +D+H 2.054 2.054 +D+L+H 2.054 2.054 +D+Lr+H 2.054 2.054 +D+S+H 4.741 4.741 +D+0.750Lr+0.750L+H 2.054 2.054 +D+0.750L+0.750S+H 4.069 4.069 +D+0.60W+H 2.054 2.054 +D+0.70E+H 2.054 2.054 +D+0.750Lr+0.750L+0.450W+H 2.054 2.054 +D+0.750L+0.750S+0.450W+H 4.069 4.069 +D+0.750L+0.750S+0.5250E+H 4.069 4.069 +0.60D+0.60W+0.60H 1.233 1.233 +0.60D+0.70E+0.60H 1.233 1.233 D Only 2.054 2.054 Lr Only L Only S Only 2.687 2.687 W Only E Only H Only • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Panted:14 AUG 2017 11 30A1' Wood Beam File=0.1201612016355137_PAC-11STRUCT-1\STRUCT-1\design.ec6 ENERCALC,INC.1983-2017,Build:10.17.7.24,Ver10.17.7 24 Lic.#:KW-06004426 Licensee:GPO ASSOCIATES Description: Parapet Extension(new Addition) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900 psi Ebend-xx 1 600 ksi Fc-PrIl 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling b s1b � 51 b b b S40 05) b b b b b b b b b b 2x6 2x6 14 Span=0.750 ft Span=2.50 ft 0 H Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.03150 ksf, Tributary Width=0.0 ft,(wind) Uniform Load: S=0.050, Tributary Width=1.0 ft,(drift) Load for Span Number 2 Uniform Load: W=0.03150 ksf, Tributary Width=0.0 ft,(wind) Uniform Load: S=0.050, Tributary Width=1.0 ft,(drift) DESIGN SUMMARY fi;' Desi'•n OK;' Maximum Bending Stress Ratio = 0,184: 1 Maximum Shear Stress Ratio = 0,187 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 247.93 psi fv:Actual = 38.66 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00p si Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 0.750ft Location of maximum on span = 0.461 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 3410>=360 Max Upward Transient Deflection 0.000 in Ratio= C<360 Max Downward Total Deflection 0.018 in Ratio= 3410>=240. Max Upward Total Deflection -0.000 in Ratio= 31641>=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CI_ M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=0.750 ft 1 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1053.00 0.00 0.00 162.00 Length=2.50 ft 2 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1053.00 0.00 0.00 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=0.750 ft 1 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1170.00 0.00 0.00 180.00 Length=2.50 ft 2 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1170.00 0.00 0.00 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted:14 AUG 2017.1130A11 Wood B@aCTl File=0:1201612016355137.PAC-11STRUCT-11STRUCT-1\design.ec6 ENERCALC,INC.1983-2017,Build:10.17.7.24,Ver:10:17.7.24 LIC.#:KW-06004426 Licensee:GPD ASSOCIATES Description: Parapet Extension(new Addition) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Ft V fv F'v Length=0.750 ft 1 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1462.50 0.00 0.00 225.00 Length=2.50 ft 2 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1462.50 0.00 0.00 225.00 +D+S++i 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=0.750 ft 1 0.184 0.187 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.16 247.93 1345.50 0.21 38.66 207.00 Length=2.50 ft 2 0.184 0.187 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.16 247.93 1345.50 0.10 38.66 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=0.750 ft 1 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1462.50 0.00 0.00 225.00 Length=2.50 ft 2 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1462.50 0.00 0.00 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=0.750 ft 1 0.138 0.140 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.12 185.95 1345.50 0.16 28.99 207.00 Length=2.50 ft 2 0.138 0.140 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.12 185.95 1345.50 0.08 28.99 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=0.750 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 Length=2.50 ft 2 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=0.750 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 Length=2.50 ft 2 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=0.750 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 Length=2.50 ft 2 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 +D+0.750L+0.7505+0.450W+1-I 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=0.750 ft 1 0.099 0.101 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 185.95 1872.00 0.16 28.99 288.00 Length=2.50 ft 2 0.099 0.101 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 185.95 1872.00 0.08 28.99 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=0.750 ft 1 0.099 0.101 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 185.95 1872.00 0.16 28.99 288.00 Length=2.50 ft 2 0.099 0.101 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 185.95 1872.00 0.08 28.99 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=0.750 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 Length=2.50 ft 2 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=0.750 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 Length=2.50 ft 2 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 S Only -0.0003 0.436 S Only 2 0.0176 2.500 0.0000 0.436 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.190 0.352 Overall MINimum -0.142 0.264 +D+H ±D+L+H +D+Lr+H +D+S+H -0.190 0.352 +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H -0.142 0.264 +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450 W+H +D+0.750L+0.750S+0.450W+H -0.142 0.264 +D+0.750L+0.750S+0.5250E+H -0.142 0.264 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only -0.190 0.352 W Only Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:14,UG 201'.11 3OAM wood Beath File=0:1201612016355137_PAC-11STRUCT-11STRUCT-1\design.ec6 ENERCALC,INC.1983-2017,Build:10,17.724,Ver:10.17.7.24 Lie.#:KW-06004426 Licensee:GPD ASSOCIATES Description: Parapet Extension(new Addition) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 E Only H Only GPD GROUP/acla JOBNO.ZOI37 SHEET NO. ..................... MADE BY DATE -..._ FOR crAC- JCIS T1 "le CHECKED BY DATE SUBJECT DR /IN L D,' s Ons-cif ttnit7� A-7-771-CH M F•vi-- 'to G CWop r. C A� ) 1,✓l i4 143 Le = 6 L= 71- 31/ W/NQ (713/1)(31-(0) (�3-65/ /1-0'5 CVct) cf360 L$s 7-c EA-& 1 (S ) II " 3 00 143cvp�� tl crzr� f o 4l�d,f� 4� P E �✓ /} C.cav� 1��ca� 7 ?c L(Rf Ok 4 t4-F 00 -0- to woo , CfFw c c o = 6+,Cl tv') = 140-ces>s'oa Ok U4 F ( 6) fO cc ws e5)2 i ,0E- 4=110 .fD SCRF tAr4 al 2 `(a, C. Cwu�Ghr r=� r S G� G�T�n) Fp 172 i7tAFr c 6 6- E (6) eli149 ( (6 ) � �6 LOS 7t-f( 3 �� 5 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted 27 SEP 2017.11 59N2 File=0:1201612016355137 FAC -1ldesign.ec6ASCE Seismic Demands on Nonstructural Components E ERCALC, INC.1983-2017,Build:10.17.8:28,Ver:10.17.8.28 Lic.It:KW-06004426 Licensee:GPD ASSOCIATES Seismic Demands on Nonstructural Components per ASCE 7-10 Section 13.3.1 and 13.4.1 h = 15.0 ft SDS = 0.7170 Description : Worst Case Rooftop Unit ap = 2.50 W F 1,150.0 z = 16.75ftR P = 6,00 I P = 1.00 zlh:Actual = 1.12 z/h Design = 1.00 Fp Upper Limit = 1,319.28 Fp Calc'd : Components= 412.28 Fp DESIGN :Components = 412.28 Fp Lower Limit = 247.37 Connections= 412.28 Connections = 412.28 a : Component amplification factor, Table 13.5-1 or Table 13.6-1 Fp-Calc'd : Calculated Fp,Eq(13.3-1),Same units as Wp W Component operating weight Fp-Upper : Upper Limit on Fp,Eq(13.3-2),(Same units as Wp Z : Height of point of attachment R : Component response modification factor(Table 13.5-1 or Table 13.6-1) Fp Lower Lower Limit on Fp,Eq(13.3-3),Same units as Wp I : Component importance factor(Section 13.1.3) Fp-Design : Fp for design purposes,Same units as Wp